Actually we define this Reference loads with sign convention for direction.. but we use this same reference load for seismic load definition also.. there it takes it without the sign convention. only as the intensity of loading right ? that actually solves our problem of having two models where we earlier used to have mass model separately.. isn't it?
If we use negative sign, that means we are restricting the earthquake only in that direction. However earthquake can occur from any direction hence we don't use the sign.
@@simplystructural8424 ya thats what.. when we include the Reference load in the seismic definition it actually ignores the sign and takes only intensity of loading right?
@@simplystructural8424 i never used this refence load in seismic and load cases earlier.. this time i am using it after watching a video here.. so just was skeptical little bit whether was I missing out something in the input process.
@@simplystructural8424 so what i did is, I added reference loads with -v sign. called that same reference load inthe seismic definition and load cases as such.. ofcourse when it comes to LL seismic its reduced LL reference load.. so am i proceeding right ?
Thank a lot for all your available videos.🙏🙏
Nice sir
Thickness of interior wall is 6"= 6*2.5= 0.15 m and not 0.115 m as calculated in video?
Actually we define this Reference loads with sign convention for direction.. but we use this same reference load for seismic load definition also.. there it takes it without the sign convention. only as the intensity of loading right ?
that actually solves our problem of having two models where we earlier used to have mass model separately.. isn't it?
If we use negative sign, that means we are restricting the earthquake only in that direction. However earthquake can occur from any direction hence we don't use the sign.
@@simplystructural8424 ya thats what.. when we include the Reference load in the seismic definition it actually ignores the sign and takes only intensity of loading right?
@@simplystructural8424 i never used this refence load in seismic and load cases earlier..
this time i am using it after watching a video here..
so just was skeptical little bit whether was I missing out something in the input process.
@@simplystructural8424 so what i did is, I added reference loads with -v sign.
called that same reference load inthe seismic definition and load cases as such.. ofcourse when it comes to LL seismic its reduced LL reference load..
so am i proceeding right ?
@@kromatism Yes you can ignore Live Load on roof.
is there any beams carrying the interior walls? how about only slab carrying the wall loads
What are the advantages of adding DL,LL in reference load definition instead of Load case details?
Plz reply
It is easy to lump dead and live loads for seismic. You just need to call DL & LL and assign factors as 1 & 0.25 respectively.
@@simplystructural8424 please include dynamic seismic analysis in this series 🙏🙏
Your explanation is too good ... Please upload videos regularly 🙏
@@simplystructural8424 for dynamic seismic analysis....
Do I need to create mass load and assign this for all DL and LL again ?
Slab property?
As per calculation
6" = 0.152m
4" = 0.102m
But You have written 6" = 0.115m
Which is correct ?
Do We need apply load on plinth beam ?
Yes
But plinth beam rest on soil so why need to apply load on it can you please explain this.
But that beam will transfer that load to the column connected to it. So we need to design the column for that additional load as well.
@@simplystructural8424 thank you.
Can you please make videos on dynamic analysis structure
@@subhasishdas8378 check out as per below link
th-cam.com/video/nLB2JtIv16g/w-d-xo.htmlsi=pqdkKomLSkaTorCZ
can you send me the ppt of this video series
Ground floor wall height is 2.9m