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  1. waytsh

    IEBC Allowable 5% Gravity Increase on Total Load or Load Type?

    Thanks for all the input, and the references to the commentary, which I don't currently have. It seems like the commentary is still written using the language from older versions of the code. Did they simply forget to update it? Another thing I find frustrating is the inconsistency within...
  2. waytsh

    Second Layer Reroof Less than 3 psf Procedure

    thank you for the replies. Unfortunately at this point we don't know the original design loads. Not sure we are going to get them either. I agree that this is going to depend on the local authority. I have instructed the client to reach out to them to see what they say. They are still...
  3. waytsh

    Second Layer Reroof Less than 3 psf Procedure

    I have a client that would like to perform a metal over metal reroof on an existing commercial steel building. The second layer of roof is less than 3 psf. IEBC grants an exception when the second layer of reroof is less than 3 psf, but what exactly does this mean? Does this mean that they...
  4. waytsh

    IEBC Allowable 5% Gravity Increase on Total Load or Load Type?

    Thank you all for the responses. Sorry for the delay in posting again. Sometimes life gets in the way. Correct, in my particular situation the client is adding a roof top unit but I think the Prescriptive and Alteration Level 1 chapters have the same wording. I think I am landing with the...
  5. waytsh

    IEBC Allowable 5% Gravity Increase on Total Load or Load Type?

    My understanding based on previous editions of the IEBC is that the 5% increase was based on the total gravity load. The wording in the more current versions, however, could be read as 5% of the load type, i.e. dead, live, or snow. “Any existing gravity load-carrying structural element for...
  6. waytsh

    Long A325 Bolt Alternatives

    Fair point, I will double check my numbers. They are in white oak with a very large edge distance.
  7. waytsh

    Long A325 Bolt Alternatives

    I might be able to squeak by with A307s in some areas. If I can't I can look at increasing the number of bolts.
  8. waytsh

    Long A325 Bolt Alternatives

    Hi All, I have designed a reinforcing solution for a barn timber using bolted steel side plates. The contractor is having trouble sourcing the long A325 bolts required. I can't really use lags bolts, at least on the backside of the timber because of clearance with the roof. Is there a good...
  9. waytsh

    Timber Purlin - Biaxial Bending?

    I laid out the FBD's last night and I agree with ANE91. I think another critical component to all of this is that the rafters are positively connected to the purlins.
  10. waytsh

    Timber Purlin - Biaxial Bending?

    I guess I better bite the bullet and design this reinforcing for biaxial bending. If any of you all have a good suggestion for how to do this I am all ears. My thought is stack a wood beam of the same width below the purlin to allow room for taller side plates. I will design the side plates...
  11. waytsh

    Timber Purlin - Biaxial Bending?

    No ridge beam but the building a asymmetrical so there is a purlin on the opposite slope only about 5' down from the ridge. The slope that this purlin is on has two rows of purlins of which this is one. All purlins are oriented in this manner. Correct, and the slope is 8:12. So would you be...
  12. waytsh

    Timber Purlin - Biaxial Bending?

    I don't necessarily disagree, but that does not seem to be the way the Timber Manual is considering load application to a purlin. Maybe I am missing something.
  13. waytsh

    Timber Purlin - Biaxial Bending?

    Hi All, Quick sanity check question on a timber purlin I am reviewing in an old barn. The purlin is not rotated with the roof as is typical but is vertically oriented relative to the ground. The top has pockets cut into it with the slope of the roof so the rafters can run over top of it...
  14. waytsh

    Glitches in Flitch Beam Design

    Hi All, I am investigating the possibility of reinforcing a failing timber purlin in a barn with side plates. Some old posts mention that the document "Glitches in Flitch Beam Design" might be helpful for this analysis. Before I try to order this thing through Linda Hall I wanted to check to...
  15. waytsh

    Treehouse Design (literally a small house in the trees)

    Looks like it would involve determining the climatic loading and sizing rafters, joists, carry beams, etc. I did run this by my insurer and as expected they were less than thrilled. Sounds like I may need to decline on that basis alone. It is a shame, would be fun to work on something a...
  16. waytsh

    Treehouse Design (literally a small house in the trees)

    Hi All, Just got a request from a client to provide some engineering on a treehouse from a treehouse company here in the States. Curious if any of you have ever worked on anything like this. Seems like a lot of risk for very little $. Obvious concerns are the fact that it is going to be...
  17. waytsh

    SJI Steel Joist Top Chord Analysis

    Alright, you convinced me. [smile] I am going to roll with my model. Thanks!
  18. waytsh

    SJI Steel Joist Top Chord Analysis

    I do agree the full model joist is the most accurate and that is what I plan to use. I am just confused why the positive moment is not peaking higher over the vertical web members. Intuitively this does not make sense to me. I would have expected the two results to be a little closer...
  19. waytsh

    SJI Steel Joist Top Chord Analysis

    I actually did have the top chord split into individual members at each panel point and they were defined as physical members in each model. One of the things that seems suspicious to me about the entire joist model is how the negative moment is not fully developed over the verticals like...
  20. waytsh

    SJI Steel Joist Top Chord Analysis

    Josh, are you aware of any way to get more accuracy out of the full joist model other than setting the internal sections to 200? That seems to be the max.

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