Class 5 soil models and site response analysis

[@donlindsay7937]

I am just now working on a new project under ASCE 7-16 and found your video very helpful. Thanks for taking the time to produce the video.

[@asce7-169]

Thank you for your good comment. Feel free to let me know if you need help for the site specific response analysis. Please refer me to your friends who need this type of analysis. Greatly appreciate!

[@HumphreyChan]

Any updates for asce 7-22?

[@desaianiketsanjay4576]

Can we choose to whether to use equivalent linear or nonlinear method based only on PGA value of input motion? i.e. what is the highest value of PGA of input motion up to which equivalent linear analysis can be considered acceptable? I searched in the book by Kramer (1996) and many research papers but couldn't find. Does any code/research paper/book gives any such criteria?

[@asce7-169]

FHWA-SA-97-076 Design Guidance Geotechnical Earthquake Engineering once recommends considering the nonlinear analysis when PGA is greater than 0.4 g or if calculated peak shear strains exceeds 2%. A higher PGA is ok as long as the analysis is converged in my opinion. Sometimes, you need to extend the shear modulus and damping curves to large strain such as 10% to ensure the analysis can converge. However, if the equivalent linear analysis shows peak shear strains exceeding 2%, I highly recommend doing a nonlinear analysis to ensure right response for the project site.

[@desaianiketsanjay4576]

@@asce7-169 Thanks a lot for the suggestions.