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  1. DaveAtkins

    Gyp Board Shear Walls for Multi Story Apartment Building

    I think if you put the onus on the contractor to brace the structure during construction, you are covered. Specifically mention that in specs, general notes on drawings, etc.
  2. DaveAtkins

    Portal frame with truss girder hand calculation

    It is called the portal method. You assume the location of the point of inflection in the column (midway between base and mid-depth of truss is what I would assume), and you assume the location of the point of inflection in the truss (midspan is what I would assume). Now, you have a...
  3. DaveAtkins

    moment welds to HSS with multiple WF beam sizes

    It will be an expensive detail, but I think the EOR wants multiple through plates, one at the top flange of all of the beams, and one at the bottom flange of each beam. DaveAtkins
  4. DaveAtkins

    Is there an "industry standard" of 20 psf superimposed load?

    My guess is whoever wrote that is referring to the 20 psf minimum roof live load that is used when snow load does not govern. DaveAtkins
  5. DaveAtkins

    Diaphragm shear vs boundary nailing

    You did not include the diaphragm adjustment factor (1.1), but that still doesn't get you to 400 plf. My guess is the diaphragm capacities are based on testing. DaveAtkins
  6. DaveAtkins

    Out of plane block walls (cantilever)

    I would assume the wall does not resist lateral loads, since its out of plane stiffness will be much less than the in plane stiffness of your other lateral load resisting elements. DaveAtkins
  7. DaveAtkins

    Out of plane block walls (cantilever)

    Are you proposing the use of a cantilever wall to resist diaphragm loads via out of plane bending? It should be OK if you follow the Code and the calcs work out. DaveAtkins
  8. DaveAtkins

    Assessing the Rigidity of Frame Column to Footing Connection & Discussion on HSS Moment Connecti

    A four bolt base plate detail is very common to create a fixed base. The base plate, anchor rods, and footing must designed for the moment. For a beam to column moment connection, you must weld the flanges of the beam to plates which pass through the tube column. There are details of this in...
  9. DaveAtkins

    CFS Flat Strap Wall Design

    Do you have GWB sheathing in addition to the flat strap bracing? I can't imagine a wall with bracing but without sheathing. If you have sheathing, it will hold the wall together so you can count on the full DL against overturning. You can go through the mental gymnastics of contemplating how...
  10. DaveAtkins

    CFS Flat Strap Wall Design

    You certainly can use dead load to counteract overturning. Of course, you must use the proper load combination, which means 60% of dead load for ASD, or 90% for LRFD. In order for the wall to overturn and begin to put tension in the holddown, it must lift the dead load. DaveAtkins
  11. DaveAtkins

    Shear transfer through diaphragms

    You can do anything you want, as long as you justify the load path. DaveAtkins
  12. DaveAtkins

    Designing a Steel Moment Frame

    I reviewed both attachments, and you are basically on the right track (so don't call yourself "IAmNotVerySmart"[wink] Some suggestions: * At the Second Floor, I would cantilever the beam over the First Floor column, and not try to weld on a cantilever * In your hand calcs, when you are...
  13. DaveAtkins

    Opening in Existing CMU Wall

    Does it meet all the requirements for a Special Reinforced Masonry Shear Wall? DaveAtkins
  14. DaveAtkins

    Table for aluminum siding showing shear in lb/ft for shed design

    Commercial and industrial buildings are almost certainly clad in steel siding, not aluminum. DaveAtkins
  15. DaveAtkins

    Table for aluminum siding showing shear in lb/ft for shed design

    There are tables for the shear capacity of steel siding, but none for aluminum siding as far as I know. DaveAtkins
  16. DaveAtkins

    Anchor bolts at Cold Formed Steel Shear Walls

    No, all of my projects have been in low seismic regions. DaveAtkins
  17. DaveAtkins

    Anchor bolts at Cold Formed Steel Shear Walls

    I use power driven fasteners for cold formed steel shear walls, for shear along the base, and a hold down at each end when necessary. DaveAtkins
  18. DaveAtkins

    Simple Three Sided Box - Trying to Understand Deformed Shape

    We can all be thankful KootK is willing to give up a Saturday to draw free body diagrams of diaphragms[wink] Seriously, though, that is a nice explanation of what is happening. DaveAtkins
  19. DaveAtkins

    Simple Three Sided Box - Trying to Understand Deformed Shape

    True, but the "moment" is contained in the two perpendicular shear walls, so I still think this acts like half of a simple span beam. DaveAtkins
  20. DaveAtkins

    Simple Three Sided Box - Trying to Understand Deformed Shape

    I have been thinking about this, and I believe the deflected shape is exactly what we should expect. A three sided diaphragm is not a cantilever, but rather a simple span beam cut in half. So the deflected shape looks like the deflected shape of half of a simple span beam. DaveAtkins

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