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  1. TTUengr51

    "Watering Down" the S.E.

    My thoughts are actually the opposite. I would think/hope the new 16-hour exam would be more difficult than the SE I and II from the standpoint that California, Washington and Oregon are going to quit administering the SE III and begin to use the 16-hour. If those states have bought in, I...
  2. TTUengr51

    yet another rafter tie vs ridge beam question

    Be mindful of how high above the wall plate the rafter ties are placed for raised ceilings, as raised placement will induce additional flexural load to the rafters and you could potentially start pushing the walls out with thrust forces generated. Nick Deal, PE, SE Michael Brady Inc...
  3. TTUengr51

    Fundamental question about column design

    To add to Steellion, in Ram Advanse, if you model a continuous column (physical member) with internal nodes, by default it uses the full length of the physical member as the unbraced length. If you want to use the heights between levels/nodes, you have to enter this manually under the steel...
  4. TTUengr51

    Moment frame bracing with steel joist

    If the joists are adequately attached to take compressive brace forces, you could count on the top flange being braced in compression. However, the bottom flange could still buckle, so I would be hesitant to use the joist spacing as the unbraced length for compression. You could use something...
  5. TTUengr51

    Truss / Joist Girder Stability Bracing

    RFreund, Good link...Thanks! Nick Deal, PE, SE Michael Brady Inc. http://www.michaelbradyinc.com
  6. TTUengr51

    Truss / Joist Girder Stability Bracing

    I tend to agree that I am probably over thinking the situation and I would have never really even considered this with smaller scale members such as joists or with a roof system that contained a more robust diaphragm. However, due to the magnitude of the brace forces and the depth to length...
  7. TTUengr51

    16 Hour NCEES Structural Exam

    For Washington, they will offer the SE III one last time next October. So if you already have passed the SE I and SE II and need your SE in Washington, this would be an option to avoid the new 16 hour exam. Nick Deal, PE, SE Michael Brady Inc. http://www.michaelbradyinc.com
  8. TTUengr51

    Truss / Joist Girder Stability Bracing

    WillisV, I understand your point concerning the sine wave mode of failure, which would indeed cancel out any cumulative forces at the diaphragm edge. However, for this to occur, wouldn't the brace points have to be assumed to be rigid out of plane? It seems to me you would still have to design...
  9. TTUengr51

    Truss / Joist Girder Stability Bracing

    I realize there are other past threads that have attempted to address this topic, but I wanted to take the time to get some feedback on an item I am currently contemplating. I have attached a sketch to follow along with. I currently have designed a couple of 120' clear span, 10' deep steel...
  10. TTUengr51

    WA Structural III Exam

    3doorsdwn, Below is the response I got from Illinois today. To request a Wall Certificate, submit a written request with the fee of $15 to the Department. Your request should include your name, license number, social security number and current address. Send the request and fee to the...
  11. TTUengr51

    WA Structural III Exam

    3doorsdwn, I got the license, but as you suggested, it's not the wall certificate. My supervisor is also an SE in IL and has a wall certificate. Nick Deal, PE, SE Michael Brady Inc. http://www.michaelbradyinc.com
  12. TTUengr51

    WA Structural III Exam

    cldea8, I took the SE III this go around as well and thought the first half asked a lot for the given time. I found myself providing an explanation of what I would do instead of actually doing it for the last part of problem 2. The afternoon session wasn't too bad. I actually finished up...
  13. TTUengr51

    F-2 Tornado Proof Structure

    I have done a couple of tornado shelter designs. To do so, I used FEMA 361 as my design reference. It prescribes wind speeds and other various factors to use in conjunction with ASCE 7. It also has some prescriptive requirements to account for missile impact (2x4's flying thru the air) on the...
  14. TTUengr51

    Illinois SE

    Thanks...actually I have two chances at the SE III. If I don't pass next week, they offer it the last time next October. I'm trying my best to avoid the new 16 hour exam. But if it doesn't work out, 47 states is good enough for me too. Nick Deal, P.E. Michael Brady Inc...
  15. TTUengr51

    Illinois SE

    Thanks for the heads up this week 3doorsdwn...I checked the IL website this morning and was approved as well. Now to hopefully round out my testing next weekend...I'm taking the SE III in Washington. Nick Deal, P.E. Michael Brady Inc. http://www.michaelbradyinc.com
  16. TTUengr51

    Illinois SE

    The process to apply can be a long one. I submitted my application in July after passing the SE II in April and it took until August to get the deficiencies corrected (primary problem was that NCEES did not have my testing data updated prior to sending my record to Illinois). Unfortunately, my...
  17. TTUengr51

    Responsibility for building cladding and infill

    Agreed, specify the CF stud infill in a performance specification to have the CF framing subcontractor hire a specialty engineer. Treat it similarly to pre-engineered trusses by specifying loads, deflection criteria, etc. My firm works with a couple of CF framing subs that hire us to perform...
  18. TTUengr51

    New opening in existing Tilt-Up wall

    I have a similar situation, but it involved a load bearing precast double T wall. In my scenario, the double T's are 8' wide and the opening is 12' wide. One edge will fall at a vertical joint between T's and the other will occur at the middle of the 8' wide double T. With the opening...
  19. TTUengr51

    Steel deck roof diaphragm plus sheathing

    At the ridge, I specify intermittent blocking to provide continuity for the diaphragm. Continuous blocking would be better, but would prevent use of a ridge vent if needed. For load transfer at the side walls, I use sway blocking/panels to transfer forces at the truss heels to the supporting...
  20. TTUengr51

    Steel deck roof diaphragm plus sheathing

    I would agree with BAretired, in order to use less trusses and maximize what the decking can span, use 22 gauge decking and space light gauge trusses at 48" o.c. You'll get much better diaphragm values from 22 gauge decking as well. Nick Deal, P.E. Michael Brady Inc. http://www.michaelbradyinc.com

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