This is a follow up question to the thread from 6/4 about ASCE 7-16 15.4-6
The commentary about the equation says to use lateral forces to determine deflection.
However, wouldn't you need to consider dead load in that load combo as well when deflection is calculated?
Asking because I've ran...
Based on "Eccentrically Loaded Weld Groups" in Part 8 of the steel manual, I think you could do SRSS in 3D for all your loads, calc what the angle is between the resultant and weld axis, and then check the weld with equation J2-5 in the steel manual.
If moment is to be transferred through that...
Turns out I was using wrong units for deflection.. when the right units are used, the Rayleigh method works and matches RISA, as JoshPlumSE stated above. Also, I can confirm that applying 1 lateral load at a time and getting corresponding deflections is incorrect. The correct way is to apply all...
Here is an example problem with the Rayleigh method. In this example, it says all loads are considered in 1 load case, then the deflections at each level are determined. This seems to be the answer.
This is opposed to the original method of applying 1 load at a time...
This is one of the reasons why I'd like to understand equation 15.4-6 better. Using it, I'm calculating a period of about 0.6 seconds. Using the dynamic analysis in RISA, it is calculating a period of 1.2 seconds.
From a serviceability standpoint, the checks in the column don't look too good, even when the strength requirement is met.
What about a facade for the columns to hide the checks?
Hello,
I have a question about section 15.4.4 in ASCE 7-16. I'm trying to use equation 15.4-6 to calculate the approximate period for a trussed tower. However, I don't understand the equation they give fully. It says fi represents any lateral force distribution, and then it says the elastic...
