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  1. therattler

    Anyway to Avoid Flood Vents in Flood-Prone Area?

    Update from the Rattler: I appreciate the prompt and thoughtful replies. Part of my confusion comes from this: I've estimated the hydrostatic loads, based on the BFE against the foundation walls. It seems to me the loads are fairly meager, meaning a reinforced masonry wall, with some...
  2. therattler

    Anyway to Avoid Flood Vents in Flood-Prone Area?

    Architect and Owner are insisting on NO flood vents in foundation walls (stem walls). House is in AE zone. I have scoured ASCE 24, FEMA bulletins, is there any responsible way to do this? Cost is not a problem. thanks in advance, the rattler
  3. therattler

    Lifting Loads - Proper Way to Account for in Design

    I have been asked to design a steel frame to facilitate lifting a piece of equipment (approx 5,000 lbs.) to the rooftop of a building. The frame will be fabricated around the equipment, then the cranes will be rigged to the frame. Direct rigging of the equipment isn't practical. Frame will...
  4. therattler

    Eccentric Load on Flange of W-Shape

    Thanks for your reply. It turns out this is no longer needed in this project, as the design has changed otherwise and this "nesting" is no longer needed. Now the problem is just an intellectual one. I would think FEA is a pretty good way, I just thought this condition might be more widespread...
  5. therattler

    Eccentric Load on Flange of W-Shape

    I am looking for guidance on the proper way to analyze a beam where the load is supported by the flange, in this case, a hollowcore concrete panel "nested" inside the web, bearing directly on the flange. I recognize the load is eccentric, and will try to make the beam twist. It also seems to...
  6. therattler

    SE Reciprocity Question

    I recognized your name immediately. It's hard to accept that you have licensure issues, as you have virtual "Rock Star" status among engineers! You gave a talk at a light-gauge steel seminar I attended, and it was terrific. Thank you for your service to engineers, to the profession, to...
  7. therattler

    Structure inside larger building - Wind Load?

    I am designing a platform which will sit inside a large building, no real exposure to wind. Is there a minimum wind pressure I should consider anyway? I have seen "5 psf" used on interior walls, what is the origin or basis of this? Thanks Rattler
  8. therattler

    ASCE 7-05, 7-02, 7-98 Confusion

    The Florida Building Code (2001/2002 Revisions) references "ASCE 7" - thanks a lot. Are any of them 7-05, 7-02, 7-98 acceptable? Only the latest? What are most engineers using? Is there a consensus on this that I don't know about? Same question - International Building Code. Thanks
  9. therattler

    Reinforced Masonry - High Wind Areas

    Thanks to all who replied, I reviewed my calcs very carefully, and found an error. Once corrected, reinforcement came back into line with what I believe are reasonable values. Thanks again, I will try to return the favor to the forum. the rattler
  10. therattler

    Reinforced Masonry - High Wind Areas

    I am designing a building with reinforced masonry walls (9' high) in a high wind (120+ mph) area. I am coming up with very high reinforcing steel requirements,like a #6 every cell, or a No. 8 every other cell. Could I be missing something, this seems awful high. What are the usual...

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