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the condition number 3 say that the building is near the crest or in the up half hill, which is not in this example !

Would it be possible to purchase the spreadsheet from you?

Thank you for the materi sir. I want to ask what is the value of "e" in the K3 formula ?

hello sir, pwde po ma shareniyo po copy of your NSCP 2015

pahelp po everytime nag si-sign up ako lagi lumalabas yung "We're sorry, but something went wrong. We've been notified about this issue and we'll take a look at it shortly."

Thank You Mr. Olivo

Very good and i would like to have Excel spreadsheet for gust affect factor for flexible structure Would you pl send me

The chicken!

Hi po. If mas malaki po yung shear from rsa, need pa po ba iscale down to equal it sa static shear or no need to scale na po and as is yung shear from rsa na gagamitin na? Ty po

what is the classification of streetlights or lamp posts in calculating wind loads?

can u please send me excel?

Dear Sir, Thank you very much for the valuable video. Would it be possible for us to have the Newmark excel sheet Thanks

what are the formulas for k* , a1, a2 and a3 ?

Sir lecture video po ba ito ng masters or undergrad?

Good day, sir. If possible sir, pwede po maka hingi ng excel file niyo for topographic effects sa wind load? Salamat po sir!

for K1, is it K1*H/Lh or K1/(H/Lh)? as per your video you multiplied 0.85 to H/Lh instead of division.

hi, can you leave me a contact. I need help for calculating wind load for mounted solar project.

Sir, if the problem states that we assume a 2d-hill, do I use the 3d-axisymmetrical hill or the 2d ridges?

Sir question po. Pano po kapag angle < 10 deg.. then ang wind is normal to ridge.. both for wind ward and lee ward side ba eh same ang Cp? Sample.. h/L = 0.5, Cp will be both 0.9 . Then other case is both 0.18?

Ano po ang time history analysis?

Hi Ryan, can you share the excel sheet

Good day Sir. Engr.! May I know what book are you using in this video? Seems clearer than the NSCP 2015 pdf that I got from the internet. Hehe

Membrane will not contribute to frame stiffness. But what will be the difference when we will not change the modifier to 0? Thank you

That is a great explanation. I like it, sir. But I have one question. can we choose any mass and stiffness value to get maximum responses, or are there any recommended natural periods that we can use to collect maximum responses of the system for each damping ratio? with regards!

sir what if yung h/L is 0.46 consider 0.5 na po ba?

Helpful yung mga videos mo sir. Especially yung Response spectrum analysis na discussion mo using the software. Nagkakaidea na kami as students about seismic design. Thank you sa effort ng pagdiscuss I hope na marami pa kayong maturuan.

Sir thank you sa vids! Very helpful. More uploads to come particularly earthquake engineering haha nscp 2015 godbless po