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Recent content by gte447f

  1. gte447f

    Shed Dormer on House w/ Exist Gable Dormer

    If you do either of these, make sure you either provide bracing for the compression edge of the "ridge" beam, or design for no bracing, which will probably result in taking a hefty bending strength reduction due to the beam "in"stability factor. If you are using multi-ply LVL the hit you will...
  2. gte447f

    Second Layer Reroof Less than 3 psf Procedure

    @lexpatrie What in the world are you getting at with this? It just seems like much ado about nothing to me. Maybe it's just me.
  3. gte447f

    Do you guys defer steel connections? Should it be on the contact?

    This is an interesting approach as an EOR. I'm curious how this arrangement is structured contractually. Do you provide the shop drawings under a separate contract with the GC or architect, or is it part of your basic design contract with the architect? Do you deliver the shop drawings as a...
  4. gte447f

    Second Layer Reroof Less than 3 psf Procedure

    Well it certainly doesn't mean this. Although you could certainly do this if you want, but expect it to potentially expand the scope of the problem far beyond determining whether the reroof exceeds 3 psf. I would say that what is actually required will depend on the local building authority...
  5. gte447f

    Shed Dormer on House w/ Exist Gable Dormer

    Well, I assume in the current configuration (i.e., before making the renovation you are currently considering) the point load at the ridge from the front dormer is resisted (i.e., "propped up") by the conventional rafters on the back slope of the roof which I assume are tied at the tails by...
  6. gte447f

    Deck & gabion wall foundation on helical piers & frost heave

    I have asked myself the same question in the past, and I have settled on 12 psf of plan area. There is basis for 12 psf lateral load in ASCE 7 lateral loads specified for reviewing stands, grandstands, and bleachers, and there is also basis for 12 psf as an upper bound for decks based on...
  7. gte447f

    Cracking in Wood Joists

    @Matt PE Just to reiterate, look again at your photo that shows the end grain of the joist on the left side of the photo. The radial crack that is inclined at an angle relative to the x-axis of the cross section and is also perfectly aligned with the pith at the center of the heartwood is...
  8. gte447f

    Cracking in Wood Joists

    I think those cracks are due to drying shrinkage of the sawn lumber. Basically they are checks. In photo "20250626_162427.jpg" you can see the end grain of the lumber and you can see that the crack is in the radial direction (perpendicular to the growth rings) and perfectly aligned with the...
  9. gte447f

    Steel-to-Steel Fastening with total thickness greater than 1/2"

    Standard procedure would be bolting or welding for structural steel applications.
  10. gte447f

    How do you brace home on addition project following the IRC?

    @XR250 is telling the truth. 90% of the time, I doubt anyone gives much thought to the overall lateral force resisting system when dealing with residential additions, other than to assume that the side that gets tied into the existing structure is automatically braced by the existing...
  11. gte447f

    How do you brace home on addition project following the IRC?

    :ROFLMAO:
  12. gte447f

    Insurance Limits

    @SteelPE I am surprised to hear that "small" projects are being dictated by large "corporate type" clients. That seems like a disconnect to me. If I have to incur special cost and put up with a lot of red tape for a client, it better be well worth it ($$), or I would just be inclined to...
  13. gte447f

    Hump in Floor - New Construction

    BA, the OP says that the joists are lapped over the support beam, so no hangers, and joist shrinkage doesn't seem to explain the hump.
  14. gte447f

    Hump in Floor - New Construction

    In my opinion, possible contributing factors include, but are not necessarily limited to the following. Joist deflection beam camber initial out of level construction between joist bearing at the center beam and joist bearing at the perimeter foundation The OP seems to waive off each of the...
  15. gte447f

    Best practice for connecting existing trusses and rafters to a proposed I-beam header.

    I haven't reviewed or verified your design in detail, but at first glance, I would recommend that you draw traditional 2-D details instead of your fancy 3-d BIM model. For example, your beam-to-column detail is essentially unintelligible because you can't see the actual components being...
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