You should clear all stress of last peripheral beams as well.. why you leave that easily....please show us to remove corner overstressed beams also....
I have one secondary beam which is rested on main beam and another end is rest on column... Please tell me how to design in such case ..that beam is failing again and again even i changed depth to 500 mm still it is failing ...help ...before 30 /4/ 19
Sir also please make a video on Virtual work in ETABS and how can we utilize those results to further make our design economical. It's still very untouched part of ETABS
sir is there a way in ETABS to limit the percentage of rff in column to 3%-4% so that if the percentage of reinforcement exceeds it then etabs shows the column as failed ?
DECODE BD sir I know utility ratio is P/A*fy what is the significance of that. In etabs it is 1 what if I change it to 0.9 or 0.85 what does it signify?
DECODE BD also is there a way to change moment capacity ratio from 1.1 to 1.4. As per new ductility code in India Moment capacity ratio b/w column and beam should be 1.4 but etabs still uses it as 1.1
This is also called DCR (Demand Capacity Ratio). If it is more than 1.0 then it shows failed (Red Color). This is used when you check an existing building with it's existing member sections & existing reinforcement. If you change that value to 0.9 then above 0.9 it will show failed(Red Color).
Yes , it will show you o/s sign with red colour on that beam or columm and you can solve that out by rectifying the same. you can see tutorial on UA-cam how to pass o/s column or beam,
Mas kalo yg overstress itu beberapa baloknya gmn ya? Tp kolomnya oren semua. Yg bagian overstress boleh diabaikan apa ngga ya? Terimakasih, semoga dijawab 🥺🙏🏿
all my cantilever beams fail in shear no matter how big section I provide or how less load I apply. what might be the reason? here is my file drive.google.com/open?id=10Pr_WSKlv9L77CIb_aP9HbpYuux38fvA. Its bothering me from days.
sir, sometimes when beam or columns are overstressed they modify the stiffness... Etabs normally had 1 value for the stiffness modification factors, If you have time could you explain further about the use of stiffness modification factor? thank you very much... 😊😊😊
What are the stiffness factors value we can modify? Or what are the modification factors we are allowed to use? I'm so curious about stiffness modification factor in etabs...
You should clear all stress of last peripheral beams as well.. why you leave that easily....please show us to remove corner overstressed beams also....
how to analyse bldg with floating column in etabs
Gravity & ductile column with seismic design
Sir does column size remain same in ground floor to top floor level ..??
B/C capacity ratio will show N/A in all column member...How can i Solve it?
I have one secondary beam which is rested on main beam and another end is rest on column... Please tell me how to design in such case ..that beam is failing again and again even i changed depth to 500 mm still it is failing ...help ...before 30 /4/ 19
release the beam at the end where it is resting on main beam
@@farazashad9047 Reply after 11 month
realease the beam on main beam and also modify J constant to 0
👍
Sir also please make a video on Virtual work in ETABS and how can we utilize those results to further make our design economical. It's still very untouched part of ETABS
still i have problem by following the above tutorial in etabs version 9.5, may i send the file >????
sir is there a way in ETABS to limit the percentage of rff in column to 3%-4% so that if the percentage of reinforcement exceeds it then etabs shows the column as failed ?
Still now there's no such option in Etabs. You can customize the Utility Ratio, not reinforcement percentage.
DECODE BD sir I know utility ratio is P/A*fy what is the significance of that. In etabs it is 1 what if I change it to 0.9 or 0.85 what does it signify?
DECODE BD also is there a way to change moment capacity ratio from 1.1 to 1.4. As per new ductility code in India Moment capacity ratio b/w column and beam should be 1.4 but etabs still uses it as 1.1
This is also called DCR (Demand Capacity Ratio). If it is more than 1.0 then it shows failed (Red Color). This is used when you check an existing building with it's existing member sections & existing reinforcement. If you change that value to 0.9 then above 0.9 it will show failed(Red Color).
DECODE BD ok. Thanks.!!
Please sir .. how can We know the member (column or beam or slab ) fail ? .. do you depended on the red Color ? Or what ? .. thx
Yes , it will show you o/s sign with red colour on that beam or columm and you can solve that out by rectifying the same. you can see tutorial on UA-cam how to pass o/s column or beam,
Thank u brother . Many Many Thanks .
WELCOME DEAR.
How to change max % of steel limit?
Mas kalo yg overstress itu beberapa baloknya gmn ya? Tp kolomnya oren semua. Yg bagian overstress boleh diabaikan apa ngga ya? Terimakasih, semoga dijawab 🥺🙏🏿
How to check column factor of safety after analysis like central columns:1.30, corner column: 1.97, edge column: 1.51.
👍🏻
all my cantilever beams fail in shear no matter how big section I provide or how less load I apply. what might be the reason? here is my file drive.google.com/open?id=10Pr_WSKlv9L77CIb_aP9HbpYuux38fvA. Its bothering me from days.
Sir...how to calculate PMM ratio for overstressed column ...and Dynamic load increase factor
sir, sometimes when beam or columns are overstressed they modify the stiffness... Etabs normally had 1 value for the stiffness modification factors, If you have time could you explain further about the use of stiffness modification factor? thank you very much... 😊😊😊
What are the stiffness factors value we can modify? Or what are the modification factors we are allowed to use? I'm so curious about stiffness modification factor in etabs...
thnx a lot sir
Most welcome