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Recent content by dianium500

  1. dianium500

    New foundation encroaching on existing

    Thank you everyone for your replies! You have given me some great ideas. I did not think about the eccentric footing, but I was thinking of doing a beam spanning across to make sure we stayed away from the column and pile. I am checking if the eccentric foundation will work for me.
  2. dianium500

    Do you guys defer steel connections? Should it be on the contact?

    Just read the code, and they give you 3 options it seems. I think when you are doing a job where these connections are required, it's best the EOR designs it. If we start delegating everything out to others, then we are nothing more than project managers babysitting other engineers. In...
  3. dianium500

    Digital Seal and Signature

    I called my board about the issue with security on the digital seals when I was being asked to drop my restrictions by the building department. Their take on the issue is that if your documents are modified, your records will show what you originally sealed. So as long as you keep good...
  4. dianium500

    Do you guys defer steel connections? Should it be on the contact?

    LOL, I am on the east coast, and I had no idea this was even an option for me. I have always designed the connection.
  5. dianium500

    New foundation encroaching on existing

    I have a detached addition where the existing columns of the pool deck are conflicting w/ the new foundation. The existing columns are on a deep pile, while the new addition will be on spread footings. I am able to avoid one of the columns, but not the one going through the main foundation...
  6. dianium500

    Concrete structural slab - Constructability issues

    If you make recommendations and change his design, this becomes your building not his. Why isn't the EOR responding? Did the client fail to pay a bill?
  7. dianium500

    Temporary Truss Bracing

    I rejected the note as I believe that this is not the EOR's responsibility.
  8. dianium500

    Flat slab FEA model

    Rebar is running through both the column and slab, so my thoughts are that it's appropriate to model with some stiffness. Is pinned-fixed an option? That may give you an economical design.
  9. dianium500

    Temporary Truss Bracing

    I have recently been seeing notes on truss manufacturer drawings that indicate the temporary truss bracing is the responsibility of the building designer. I have always specified the permanent truss bracing but never the temporary. This would seem to fall under means and methods. Anyone else...
  10. dianium500

    Plywood loads per APA vs NDS

    I have always used APA for plywood design and NDS for dimensional lumber only. APA is the expert when it comes to plywood in my opinion. They also set all the span ratings that the manufacturers use to stamp the plywood. Also, have you looked at the APA published materials themselves and not...
  11. dianium500

    ASCE 7 Wind Enclosure Classification Question

    It certainly would make your design more economic to treat each direction differently, but is it really worth it? I mean how much extra concrete and connectors are you saving by doing this? If it's a repeat structure that a builder will build a few hundred of, then yes it's absolutely worth the...
  12. dianium500

    Internal Wind Pressure on balustrade

    What kind of structure are you designing for? Is it an evacuation route where they would have to pass the railings during a wind event? I am curious as to why they would want you to consider that combination.
  13. dianium500

    ASCE 7-10 Table C26.5-2 Saffir/Simpson VS. ASCE Ultimate Loads

    I found your post searching for the same thing. I live in Florida, and it seems that the engineers that write the ASCE 7 code are disconnected with what's reported in the news. In Florida, the news reports go by hurricane category and sustained wind speed. My clients see that 150 mph wind...
  14. dianium500

    Fences greater than 6 ft wind design, Florida

    Anyone have any suggestions of the required wind design for a fence greater than 6 ft? The Florida building code allows for fences up to 6 ft tall to be designed at 75 mph winds, or 115 mph with 3 sec gust but there is no mention of the of higher fences. I could go w/ ASCE's wind...
  15. dianium500

    Bad Welds

    What state is that in? This is why I hate specifying field welds.
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