Seismic Design of Structures - Finding Seismic Criteria using ASCE 7-16 (part 2 of 3) 

Really really enjoy watching your lectures. Very clear, straightforward and fast enough. Keep up your excellent work. Always waiting to see more videos and will suggest my friend to subscribe to your channel. 💪🏼💪🏼👏👏👏

You should probably mention note b. on table 12.2-1. You are permitted to subtract 1/2 from the overstrength factor if using flexible diaphragms.

Hey, Thank you for putting this all together, you are awesome, This has really helped a lot, How did you determine the procedure? can you please do an example for the water tank as well?

Hey man HUGE thanks for all the efforts you are putting in. Maybe offtop but anyway: do you remember any provisions of the codes regarding these two: 1. What stiffnes shall we use in the structural model when computing the fundmaental frequency (f1 or f2) using FEA such as ETABS and ohters? Actually 12.7.3 of ASCE 7-10 gives a hint but it doesnt give an actuall reduction values (we probably should use those which ACI 318 prescribes). However, I have heard such a philosophy that since both wind and espessially seismic loads are of dynamic nature, we shall use unmodified initial stiffness E0 of the material when determining f(T). This is based on the fact that concrete is much stronger against short-lasting loads of rare occurance and in the same way much stiffer (we all know this plot where the difflection of the simply suppoted beam increases with the time without an increase in the load). So that concrete is much stiffer duting EQ. 2. Do we need to account for the portion of the building bellow ground level when computing the fundmaental frequency (f1 or f2) using FEA such as ETABS and ohters? Similarly, I have heard differernt approaches: regarding wind loads, we do not to consider underground part, since It does not exposed to the wind so does not contribute to the effective height (stiffness) of the system under consideration. On the other hand, regarding seismic load we do need to consider underground part because it transmits ground movents to the upper part. This seems strange 'cause the underground part is confined by a ground itself so it has no adequate spase to develop horizontal displacements and therefore accelerations, unless geo report says different (liquifaction, soft grounds etc.). I am super exited to hear ypur thoughts on that! Maybe do ypu remember some parts of the code concerning these? TAKE CARE!

what about the nonlinear seismic analysis? How to decides when to choose them? Please make same video series!

Thank you for making these videos.

That was very helpful. Thank you very much!

Great video, but you forgot to check minimum Cs value.

Where’d you get 128kips from? For weight of the building

Hi! I am asked to comply to these seismic basis for a rotating mechanical equipment enclosed in galvanized cover 1.5x1.5x1.5m in height. does ASCE 7-16 apply? 1. Applicable Code : ASCE 7-16 2. Site Class B 3. Ss =0.147 / S1 = 0.065 4. Risk Category : III 5. Importance factor : 1.25

Dear sir I have need to design a cement silo as per IBC or ASCE7 Kindly you have any lecture or recommend any things Kindly request to update

Thank you for the video. Total Base shear = 12.6K. Does this number also go to the base shear at the bottom of the foundation? Or the seismic based shear is only considered at the bottom of the first floor?

Simpele way direcet and velosety way to desied the forces and moment of Earthquakes debending of many acurate desighnes

Thanks

128 kips....was that just in the problem statement?