To Kootk.
1. S16 not include DAM, but AISC include 2nd analysis (0.2% notional load with effective length) and 1st amplification (0.42% notional load with K=1). for sway column, always K>=1, and as per S16 clause, K>=1.2 (see annex F).
2. Compare to the code's requirement, K=1 is unsafe. It's...
to KootK: cisc 2nd analysis VS aisc 1st amplification (the most similar approach)
to JoshPlum:10.3.2 is for strength check, 10.3.3 is for buckling [highlight #CC0000]"the effective length ... shall be based on the rotational and translational restraint afforded at the end..."[/highlight]
to...
for sway column, stability analysis should use 0.5% notional load and K=1.0 (compare with AISC 0.42% notional load). But I can't find K=1.0 for sway column in S16. any idea? Thanks.
AISC use k=1 when 1)second-order analysis w/ notional load =0.2% and EI & EA reduced; 2) first-oder + amplified w/ 0.42% notional load and limited delta and axial load
CISC use K=1 for second-order analysis w/ notional load 0.5%.
Thank you so much, JoshPlum,
per the video you post, AISC have 3 methods for this situation, K=1 or K>1 based on analysis methods and notional load apply on.
CISC used similar method as AISC with high notional load, but AISC indicate K=1 for this method and people can't find indicate in CISC...
Thank you JoshPlum.
I had been studied "the theory of stability" and knew some of this thing. But back to the code, when use CISC Clause 13.8, we need calculate Cr.
Second-order can find out the more exact force/stress in the member and when the member will fail, but can we use the loading if...
Thanks.
I saw an explain why CISC handbook no include nomograph for unbraced column, it said K method is not suitable for unbraced column and second-order method is required. But I can't remember where is it and can't find it again. So I try to get some Authoritative explain.
it's no nomograph for unbraced column in CISC handbook, but appendix F give K for some unbraced columns. I wonder if "effective length" method is allowed to design unbraced column as other code (eg AISC), or had to use P-delta method (not sure where I saw this).
Thanks.
VAD,
Thank you so much.
The question is from 2010 & 2012 paper, I think the guy create the exam is really crazy.
By the way, how do you calculated the settlement if the soil layer thickness was not given? My friend told me what he learn is used h=2B (footing width), but it's no...
Thank you BigH.
It ask for bearing resistance. give vertical load and moments, not enough information to cal horizontal load.
I make a mistake for ff, it's f(fai). I don't know how to input special symbol in here. If you can open the attached, it'll clear. I'm not sure because table 8.1 give...
I prepare PE exam and had a question.
a question of footing give 2 resistance factors fc=0.6 and ff=0.8 (see attached). I guess 0.6 is for short-term and 08 is for long term, but I can't find any support in " Canadian Foundation Engineering Manual" 4th.
Could anyone give me a help.
Thanks a lot
