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  • Users: rgerk
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  1. rgerk

    Safe Shutdown Earthquake

    I spoke with the Engineering firm that specified the accelerations yesterday. They agreed that the SSE values they gave would most likely not be used on the pre-fabricated office. They gave me a design spectrum to use and told me to use the frequency of the structure and then use the spectrum...
  2. rgerk

    Safe Shutdown Earthquake

    Thanks everyone. You all confirmed what I was already thinking. I was anticipating just using the acceleration times the weight of the structure. Just hard to justify the use of such high accelerations for a 10'x14'x9'tall pre-fabricated metal panel office. As for low seismic area. Yes, per...
  3. rgerk

    Safe Shutdown Earthquake

    I'm working on a prefabricated room for a nuclear facility in a relatively low seismic area in the lower 48. At least per ASCE 7-05. The specs indicated using a Safe Shutdown Earthquake loads with spectral accelerations as follows: Horizontal = 3.5154g, Vertical = 1.179g. This is where my...
  4. rgerk

    Canopy Wind Loading

    Ron, I meant h/L. Tables in ASCE 7-05 for MWFRS and C&C both have limits of 0.25<h/L<1.0 for Open Structures. That's where I'm a little lost as how to apply the Open Structure loads. My h/L ratio is 1.64 which exceeds the 1.0. Do you know why the open structure loads are limited to...
  5. rgerk

    Canopy Wind Loading

    I'm working on an aluminum sidewalk canopy that is 7ft wide x 102ft long. The building is approximately 122ft x 116ft and the canopy runs parallel with the 116ft side. The canopy is supported by the structure on one side and column supported on the other. The eave height of the building is...
  6. rgerk

    Snow Drift on Fabric Awnings

    The awnings are 11 ft wide, 3'-11" tall and project away from the building 6'. The awning is supported by aluminum tube frames approx 2' o.c. Slope ends up being 7.84:12. Fairly steep. That's why I was asking. I just didn't see any code provision in ASCE 7 or IBC 2006 that would allow a...
  7. rgerk

    Snow Drift on Fabric Awnings

    Thanks guys. I was thinking along the same path. Sometimes, the loading just seems illogical with what I see being put up around here. I would imagine what I'm seeing isn't being designed correctly.
  8. rgerk

    Snow Drift on Fabric Awnings

    Is there an appropriate time to neglect snow drift on a fabric awning? I'm looking at an aluminum frame supporting a fabric awning attached to the side of a restaurant. Per the code, there is a 42 psf snow drift (10psf ground). I don't really believe the fabric awning can support this load...
  9. rgerk

    Revit Structure

    Our entire company is in the midst of the switch. Using Revit Structure along with the platforms for Arch, Mech, Elec, etc. It has it's advantages but it also has it's growing pains. It can't really be compared to CAD and you have to get beyond the mindset of comparing it to CAD. It's...
  10. rgerk

    Composite Beam Shear Transfer through edge angle

    I'm working on a project now where the welding inspector told us that attaching the shear studs to an edge angle isn't allowed. The perimeter beam has a six in flange and the edge angle is a L6x6x5/16. The angle totally covers the beam flange and is butt welded on each side. It's an awkward...
  11. rgerk

    Reinforcing Steel Braced Frame Diagonal

    Dave, just a thought. If you increase ry, does rx become the controlling r for your situation?
  12. rgerk

    Masonry Wall on Slab on Grad

    Page 54 of the 2nd Edition of Designing Floor Slabs on Grade has an example of this situation. I created a spreadsheet to crunch the numbers. This example assumes it is plain concrete, which you could reasonably assume since it is only 4in thick and most likely has some temp/shrink...
  13. rgerk

    Averaging Loads

    I think you guys are missing what DaveAtkins is doing here. I would agree that the building official is interpreting the code the right way for this application, but the previous posts are assuming the space is being designated as "storage". Consider a typical office building where the...
  14. rgerk

    Carbon Fiber Reinforced Precast Panels

    Sorry, I missed the CarbonCast reference in your original post. This is an excerpt from the website I visited, "CarbonCast is an innovative technology that uses C-GRID™ epoxy-coated carbon fiber composite grid for secondary reinforcing and shear transfer". The way we design architectural...
  15. rgerk

    Carbon Fiber Reinforced Precast Panels

    Are you referring to GFRC (glass fiber reinforced concrete panels)? These consist of a light gauge steel frame with a concrete/glass fiber mix sprayed onto a form. The panels are typically 2" thick. If so, they are subject to cracking, but the frame has to be sized and the supports located to...
  16. rgerk

    How to calculate the capacity for the typical tilt-up wall-to-wall con

    I don't have this manual in front of me, but PCI's 5th edition has a good example of this. Although, they use reinforcement instead of headed studs. Same principle though. PCI's 5th edition is very helpful and also try the new edition (6th). Much of the same information, just more in depth...
  17. rgerk

    HP 50g

    DaveAtkins, I spoke with HP customer service yesterday, and they said issues with jiggly keys has never been reported. So I guess they didn't get or trashed your email. I'm back using my trusty HP48GX for now. I looked on ebay for the 32sII. I like the traditional look better, so I might buy...
  18. rgerk

    HP 50g

    DaveAtkins, I am glad to here that I'm not the only one dealing with jiggly keys on the HP33s. I attempted to dismantle and investigate the problem, but was unable to pull the face off. I have determined that the keys are linked together in a grid with plastic ties between each key. I guess...
  19. rgerk

    AAC Block for Residences

    We used it on a condo project and decided we wouldn't use the product again for several reasons. It is brittle and easily damaged if not handled properly. Had several crack issues the manufacturer couldn't explain. The contractor wasn't familiar with the product which made construction a bear...
  20. rgerk

    Masonry Below &amp; At Grade

    I have worked for several companies and the masonry stem walls have never been waterproofed. I'm not sure I understand the necessity of this given the wall is just a stem wall. Typically the stem walls below grade are fully grouted. Besides, does it make a difference if the water seeps...

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