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  1. HankTexas

    New risk category V in UFC specification

    I have used the design response spectrum in ASCE 7 for seismic analysis but I'm certainly not an expert in seismic analysis. The newest version of the UFC 3-310-04 military specification has a risk category V which states the structure must perform elastically during a seismic event. It also...
  2. HankTexas

    Load Factors

    Several years ago I did quite a bit of research for a presentation on wind loading. During that research I discovered that the probability of a 50 year storm occurring over a period of a 50 year structure lifetime was about 66%. This was considered unacceptable but it was understood that the...
  3. HankTexas

    Drilled pier uplift friction values

    Thanks for the replies. They give me something to work with. There have already been a couple of glaring mistakes that I’ve had to address but even though I’ve tried to be tactful with my comments, no one likes it when mistakes are pointed out in front of the customer. Now I’m not getting much...
  4. HankTexas

    Drilled pier uplift friction values

    Several years ago I did quite a bit of foundation design for the structures I designed but haven’t done a lot lately. I recently designed a large structure that is being erected in Australia and I was asked to review the foundation design that was done by a local company. Since there were large...
  5. HankTexas

    HSS Column Single Plate connection subject to out of plane forces

    I like KootK's approach but you might want to consider using a full penetration weld to make sure you get the same strength as the plate.
  6. HankTexas

    3000 psi vs 4000 psi concrete

    A little off topic but when I started designing 3000 psi concrete was pretty much the minimum standard. Now days in my area 4000 psi concrete has become the minimum standard due to the minimal cost difference. When I was working in the electric utility industry we used a lot of threaded rebar...
  7. HankTexas

    Typical small building foundation in Maryland

    Thanks so much for the response. This is a small building used to house equipment for a large satellite antenna which is our primary business. The building is as I said about 15' x 60' supported on 4 wooden timbers equally spaced across the long dimension. The building is 'sheltered' with a shed...
  8. HankTexas

    Typical small building foundation in Maryland

    I am a structural engineer in Texas. Normally a foundation for a small building (15' x 50') would be a monolithic slab with a thickness of 6 inches and grade beams around the perimeter that are 12" wide by 18-24" deep. I have a project in Maryland where the frost line is shown as 29". If someone...
  9. HankTexas

    Question about ASCE 7 seismic loading

    Thank you for clearing that up for me.
  10. HankTexas

    Question about ASCE 7 seismic loading

    Section 12.5.3(a) states "100 percent of the forces for one direction plus 30 percent of the forces for the perpendicular direction" Does that mean take 30 percent of the forces in the perpendicular direction, add them to the forces in the first direction, then apply the results in the same same...
  11. HankTexas

    Partial penetration aluminum welds

    I’ve obviously behind the times as we have been using the 1990 version of the aluminum welding code which has details for bevels on pre-qualified partial penetration welds. When we got the 2003 version there were no details for partial penetration welds. Are there now no requirements for bevels...
  12. HankTexas

    Basic FEA question

    I agree with rb1957, you don't have a very good load path into the angles. It appears to me you are going to get high stresses at the base of the angles. If you refine the mesh, as rb1957 suggested, you will find out if the stresses converge to a maximum or if they are mathematical...
  13. HankTexas

    Hand Calculations

    As someone who started a career before FEA was readily available I used hand calculations, a slide rule and reference materials for every design. Over time you develop a ‘feel’ by just looking at the structure and the loads on the structure for what the results should be in a lot of cases. And...
  14. HankTexas

    Basic FEA question

    I use FEA analysis quite a bit to size structures but only when standard code analysis or established engineering practice for a particular structure or connection is not available. That’s because code analysis is almost always based on actual tests that have been done to support the analysis...

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