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  1. Larryhd2

    Propane tank anchoring

    That looks to be a good document for the tank itself. I didn't see anything for anchoring other than bolt diameter, and there was nothing for foundations. Also, since this is for feeding a generator for fire suppression, the importance factor for the anchoring is 1.5, so it may not have...
  2. Larryhd2

    Propane tank anchoring

    I figured it was in there somewhere... 15.7.6.1a also points to this.... thank you!
  3. Larryhd2

    Propane tank anchoring

    Yeah, I looked that over but I'm seeing all the slashing factors and whatnot.... there is probably a rigid mass consideration I'm not seeing.
  4. Larryhd2

    Propane tank anchoring

    I'm engineering the anchorage and footing for a 1000gal propane tank... it's for a school and it's used to serve a generator that serves pumps for fire suppression in case of power outage, so it's Risk Category III. The steel tank is 42"dia, 16' long and lays horizontal supported on 4 "feet"...
  5. Larryhd2

    Can I design the shear reinforcement spacing to exceed the maximum spacing?

    following up on cliff234.... if you exceed the d/2 spacing then the shear reinforcing doesn't do anything at all... the shear plane is 45 degrees and if the ties don't cross that plane then they do nothing.
  6. Larryhd2

    Engineering Fee for Rehab structure

    With a change of use like that, the building department here (CA) would require a full code upgrade... seismic/wind and all the associated energy/access/fire upgrades also. You need to determine how much of the structure will actually "calc out" to see how much retrofitting will be required...
  7. Larryhd2

    ASCE 7-16 vs 7-22... use higher Sds?

    In CA ASCE 7-16 is still the reference standard until 2026. Do any of you look up the 7-22 seismic numbers and compare to the 7-16 to see the difference? I have a site where the 7-22 Sds is 25% higher than the 7-16 Sds. We're not obligated to use the higher number but I'm thinking I should let...
  8. Larryhd2

    Steel beam on stud wall details

    20kips of bearing on wood top plates?... with a 2x6 wall that's 363psi assuming even bearing, double that if triangular. I don't know what lumber you're using but I think you need to spread this load out a bit.
  9. Larryhd2

    drift of torsional irregular structure

    Yes, you check each direction individually, not the vector. Note that for a torsionally irregular structure you need to compare the MAX deflection to the allowable, not the average (story). from ASCE 12.8.6 For structures assigned to Seismic Design Category C, D, E, or F having horizontal...
  10. Larryhd2

    Lightweight concrete slump

    Your 4" slump is without an admixture I would assume. The only way to get 8" slump with a 0.42 w/c ratio is with an admixture. 8" sounds a little high but I had a 4000psi mix for a metal deck that had 6" slump.
  11. Larryhd2

    Elevator Rail Deflection Requirements

    https://www.structuremag.org/?p=2580 "Allowable deflections for rail supports as required by the elevator code are 1/8-inch under normal loading and ¼-inch maximum with seismic activity."
  12. Larryhd2

    Hilti Profis Suite to start charging a license fee

    Navigating the myriad of requirements for anchorage to concrete can be a nightmare. Hilti has (19) different post-installed anchor options, and their competitors have a similar amount. Each one of the anchors has different load capacities based on embedment, edge distance, concrete strength...
  13. Larryhd2

    Hilti Profis Suite to start charging a license fee

    Hilti has (or had) a great design tool for designing anchorage. They now have an online cloud-based tool, but they want to charge a fee.... $360/yr for a small office. I'm not sure if they're going to keep updating their free desktop version or not...
  14. Larryhd2

    wood shearwall aspect ratio

    I have a wood framed elevator tower that is 3 stories tall and is only connected to a floor diaphragm on 1 of the 4 sides. The tower walls are taking load from the floor it is connected to. I have provided beams at each level in the 3 walls not connected to the floor so that the studs aren't...
  15. Larryhd2

    FEA on frame connection

    I have been tasked with providing a finite element analysis of a bolted connection in a moment frame for a building. The connection is comprised of a steel beam welded to the face of an 8"sq x 24" long steel tube. A 6"sq steel column is then fed through the 8" tube and there are (2) bolts...
  16. Larryhd2

    tie beam not on soil

    Ticas, I'm also not familiar with this type of system you are describing. Do you have a mat with soil over it that then has tie beam between the columns?... If so, why isn't the mat up higher?.... I am very familiar with mat foundations and your statement that there is no differential...
  17. Larryhd2

    Notify?

    We have dollar one defense meaning insurance pays for everything until judgement. We only pay our deductible if there is a settlement. I've been doing this for 25 years with only one claim... and we were dismissed from that suit for lack of cause...
  18. Larryhd2

    Hollow concrete block work as load bearing wall?

    I guess out here in California the concept of no seismic loading is just unheard of. You guys that get to ignore it (or have it not govern) are missing all the fun...
  19. Larryhd2

    tie beam not on soil

    How about compacted fill to withing a few inches of the bottom of the tie beam... lean concrete under the tie beam to the compacted fill.... then complete the soil import. Gets you the support of the tie beam and allows everything to move the way you want it to.
  20. Larryhd2

    tie beam not on soil

    Tie beam above the mat foundation? Is there to be 2m of soil over the mat? If so then I can see how lean concrete would make the mat behave differenty than compacted soils.... maybe a bond breaker would solve that issue? Or maybe have them place concrete columns under the tie beam down to the...

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