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  1. USFEngineer

    Acrylic Standards

    Does anyone know of any standards for Acrylic panels or windows? Or are the standards the same for glass windows/panels and acrylic windows/panels? I am working on a project that I am trying to determine whether the damage to the acrylic windows/panels are a construction/manufacturing defect or...
  2. USFEngineer

    Bleacher Design

    YS, Thanks for the info. I have found out the hard way that there is more than meets the eye when it comes to bleacher/grandstand design. Only after becoming partially involved in the the design did I realize the complexity of the design. I am curently working on a submittal to be reviewed by...
  3. USFEngineer

    Bleacher Design

    Thanks for the replies. One other question. The wind load design. What category if any would this fit under in ASCE 7? It is not an Open building or a Solid Freestanding Wall or Solid Sign? The only other category is other structures. However, when calculating the value of Cf it does not fit...
  4. USFEngineer

    Bleacher Design

    Thanks... It's actually pretty scary. The company that I am checking these bleachers out for pretty much told me that all of there bleachers in the past are built from "industry standard". All of the main beams, stringers, columns, braces and even footings are just copied and pasted into each...
  5. USFEngineer

    Bleacher Design

    That's what I figured. It is what it is! Just didn't know if there was a standard of sorts. Thanks
  6. USFEngineer

    Bleacher Design

    I am currently working on a project for a local university. The project includes the design of an aluminum bleacher/grandstands. My question is for those who have designed bleachers, what typically is the design dead load? Other than the main beams and stringers (structural steel) all other...
  7. USFEngineer

    6061 T6 Aluminum

    Thanks for the info guys. Much appreciated. I will definatley get the Aluminum Design Manual. The member I am checking is actually an aluminum angle (L2 x 2 x 3/16) with a point load at its midpoint. The design is straight forward but I needed to get the allowable stress to detrmine if the...
  8. USFEngineer

    6061 T6 Aluminum

    I was wondering if anyone can lead me in the right direction for the allowable bending stress (Fb) of 6061 T6 aluminum? This is my first project designing with aluminum. Is there a specific code for design that I should follow or should AISC be used other than the physical properties of the...
  9. USFEngineer

    Grade Beam (V-Zone) Question

    Thanks for the reply. That is exactly my explaination in an email response to the head building official. There response is that this is there intrepretation and that is what I must do. I also discussed the fact I would be running into a problem with the elavator shaft if I raised all of my...
  10. USFEngineer

    Grade Beam (V-Zone) Question

    I have a question regarding the location of a reinforced concrete grade beam. Is there any Fema or Building Code that specifies that the top of the grade beams must be at natural grade level? The reason I am asking is that we have designed a stilt home in a V-Zone that the county is demanding...
  11. USFEngineer

    AASHTO Bridge Design 4th edition vs. 3rd edition Differences

    Just a quick question about the new AASHTO for the April SE1 exam. I just purchased the 4th Edition prior to AASHTO offering the 3rd Edition for the exam. Is there a big difference between the two? Am I screwed and have still get the "special" 3rd Edition for the exam? This whole changing of...
  12. USFEngineer

    Fire Damage Roof Trusses

    twinnell, I had a similiar thought. Possibly shoring the damaged trusses (possibly jacking up the top chords to relieve stresses and eliminate weight) cutting away all burnt members and replacing with new 2x4's (bottom chord and some webs) and providing plywood gusset plates nailed and glued...
  13. USFEngineer

    Fire Damage Roof Trusses

    That was my initial thought as well. However, the building was constructed in the late 80's and unfortunately the truss manufacturer is out of business. That would be the second easiest option. The first being to replace the truss with new ones. But like I mentioned earlier, no damage took place...
  14. USFEngineer

    Fire Damage Roof Trusses

    I was wondering if anyone can lead me in the right direction for some guidleines for structural condition asessment of fire damaged pre-engineered wood roof trusses? I need to either recommend a repair or replacement of several roof trusses in an apartment building. Some sections of the bottom...
  15. USFEngineer

    Masonry screenwalls?

    I have discussed this question with other engineers in my office and I can't seem to get a reasonable answer that sits well with me. So I figured that many of you could provide me with a logically answer that has proof to it other than this is the way I have been doing it for years. I...
  16. USFEngineer

    Concrete Compressive Strength??

    Thanks for the replies. I have a call into the testing lab and concrete supplier. I will get the mix info as soon as possible and post. Thanks. I too have concerns about durability and think coring the concrete would be a good idea.
  17. USFEngineer

    Concrete Compressive Strength??

    I have a project that we are currently working on in the construction phase. Several concrete compressive strength tests have come back well below our specified at 28 days. Most of them achieved the desired strength at or near 56 days and a couple of them never achieved design strength. For...
  18. USFEngineer

    Masonry - radius of gyration and section properties

    From what I can remember the radius of gyration (r) is calculated from square root of (I/A). For example an 8" wall with grout spacing of 40" on center (walls assumed to be 55% solid) Area = 57.00 in^2/ft. and I = 377.08 in.^4/ft. r = 2.57. Note: that average values should be used to calculate...
  19. USFEngineer

    Existing Steel Column Analysis

    The reason I was asking about the capacity of the column based on 1958 code is the consultant has requested that my "revised" calcs are based on 1958 code. I too have questioned the 1958 code issue. But, he is pretty specific in his notes that he wants it to show 1958 standards.
  20. USFEngineer

    PE: Structural I or Civil?

    This is the same issue I am having now. Do I take the SE 1 or take the Civil. In FL as a Civil engineer you can seal structural drawings. All of the other PE's in my office took the test 2, 3 or even 4 times. So I am a little intimidated by the whole SE 1. The reason I am heavily leaning towards...

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