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 cowski 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. 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...
  2. 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...
  3. 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...
  4. 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...
  5. 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...
  6. 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...
  7. gte447f

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

    Standard procedure would be bolting or welding for structural steel applications.
  8. 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...
  9. gte447f

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

    :ROFLMAO:
  10. 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...
  11. 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.
  12. 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...
  13. 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...
  14. gte447f

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

    You'll have to be more specific. In general, design the members and connections, and draw the details.
  15. gte447f

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

    Yeah, those drawings suck. If those were made by a PE, then whoa! Calling out steel sections by width and depth instead of by AISC designation and calling a column an I-beam are a couple of red flags that someone is probably clueless and unqualified.
  16. gte447f

    Legal Thoughts on Stamping Plans

    @LOTE , I agree with most of what you said except the above. Rather than a small cabin with a couple of bunk beds, these vacations homes can easily be very large (by residential standards) $1M+ properties that accommodate sleeping arrangements for 12-20 occupants. They often contain elements...
  17. gte447f

    Legal Thoughts on Stamping Plans

    @Bammer25 , this is all well and good, but I still question what it is that you are actually stamping. For example, what code provisions are you checking? What information is being conveyed by the drawings that you are stamping? I can stamp a blank napkin, but it is meaningless. Or someone...
  18. gte447f

    Legal Thoughts on Stamping Plans

    @Bammer25, as to whether or not a stamp is even required, my state has the following exception within the law for architects: (b) Construction documents for the following structures do not require the seal of a registered architect: (1) One and two-family residences and domestic outbuildings...
  19. gte447f

    Attic Truss Loading

    Then I would say the proper design live load should have been 20psf.
  20. gte447f

    Attic Truss Loading

    I would say 20 psf tops, unless you want to analyze and verify capacity. If you were designing these on the cheap you might even say only 10 psf if the required insulation depth is greater than the depth of the 2x6 bottom chord (per IRC table footnote).

Part and Inventory Search

Back
Top