Recent content by tws

$30 comes with book, case and batteries. email me at [email protected]

Brand new condition. $100 with free shipping. email [email protected]

hmmm...thought I was okay, but now...?? http://engineerboards.com/index.php?showtopic=17921 I haven't bought SERM 6 yet, but sounds like it is a good AASHTO reference for AM Lateral. SERM 6 + 4th ed AASHTO okay for morning lateral? Can we get a consensus from any bridge people? Thanks!!

I bought the 4th edition for the October exam (passed vertical, failed lateral). I was wondering if anyone can speak to the degree of changes in the 5th edition. I really do not want to spend $400+ for something I will not really use. I will only use this on the lateral morning exam. Maybe...

For the wind on the parapet: 1) I would have used simple procedure. 2) If analytical is used isn't GCPi = 0.55? 3) Isn't GCP = -1.4 per note #5 on Fig. 6-11B? 4) Why are they using roof pressure on the parapet?

This makes sense, AISC is assuming the braces above the second floor do not buckle.

I agree Cd = 5. It seems they are using a I = 1.15 for this calc, although it is given I = 1.0.

The forces are opposite in the SEAOCC example. They are not in AISC example with stacked chevron braces. See p. 3-37 AISC.

What is "cxn"? The column can not resist the load. The load needs to travel from braces above through beam to braces below. Let me know if I am missing something. B2 = 1 per p. 3-50. On p. 3-51 they say Mr ~ B1Mu. But for an exact answer, yes it should be Mnt*B1.

Thanks for your response. That makes sense, but then wouldn't you also have to consider the horizontal force from the braces from the floor above the beam? (2nd floor braces - 1/2 goes to 3rd floor beam and 1/2 to 2nd floor beam) This brings up another point: What if the first floor braces...

Sounds contradictory, but great news either way!!

on p. 3-48, they divide the unbalanced brace force on the beam by 2 saying it is shared equally. (SEAOC does not do this) What do they mean? Is it that 1/2 of beam is in compression and 1/2 in tension? Wouldn't the effective length of the beam-column Lx then be 1/2 L? Also they do not use...

Per NCEES : Examinees will use only the Allowable Stress Design (ASD) method, except strength design Section 3.3.5 may be used for walls with out-of-plane loads. Should this be interpretted as I may use 3.3.5 or that they may require me to use 3.3.5 on the exam?