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Thanks sir….Really helpful

nice informative video

Mujhe etabs k superstructure k niche pile lagana hai but condition ya hai ki pile mujha safe mai Krna hai pr mujha samjh nhi aaa rha kaise kre isko

What will be the value of w. Width in x-direction or width in y direction of building?

Explained in excellent way, one doubt why the leeward coefficient minus shown in code is considered as positive in E tabs in your above video.

Should we also add internal pressure coefficient?

Bravo. Thank you🎉

Sir I want to plot the spectral response acceleration vs frequency graph. Can you help me with that?

Sir why are we not considered SPECX and SPECY from LOAD CASE? and load combinations only D+L= 1

Link for 500rs not working. Please check

S13 S12 not clear , please use 3d diagram to explain it pls

Very good explanation

Bro One way shear check should be checked at d distance and two way shear is called Punching shear not one way and another thing is how will you check these stresses for shear walls in the raft foundation and how will you decide the drop panel size and thickness by checking stresses

👍

hi, does peak ground acceleration values need to consider for seismic design

Bro i want code book.. would you send me?

Hello.. my name is Harry Wong of the Philippines. How can I avail of your lecture series as I have difficulty in payment option. Do you accept payment thru Western Union ?

Thanks for the information!

Sir classes Hindi me available nahi hai kya

Please explain why we consider diaphragm eccentricity.?? I am asking this because we are already assigning static Eq load with Eqx, Eqx+0.05 and Eqx-0.05....?? i cant find justification anywhere please elaborate please....

Point spring....!? Area spring.....!????

Can you please make a video for edge release in for slab....!?

Sir, What about plate releases

1) Why did we leave wind load as they will have effect as a lateral load....... 2) For dynamic loads we did all the work of changing scale and so on (as explained in your other videos) all that was done was because dynamic eq. loads are more realistic...... 3) Mostly we have columns in a way that there are insertion offsets while modeling them..... Now do we have to remodel all that while making footings in safe because we wont get projections of column to place footings accordingly as we select base (isolated footings will generally be at the center of the column not at the node of the column).....

INFORMATIVE ❣

Hello sir. Is any course on Saudi Arabia code building codes?

Misleading.. This clause is for punching check.. Not for one way shear check..

Simple and specific!

Bro will you teach manual design

Nice

Which number contact for me

excellent well explained by code ,calculation and by etabs we use value, very nice explained

can u give the excel sheet ?

Please give the link of software

Helloo

youtube.com/@PASOFAL

Hi sir, can you do the videos final design of this pile cap project, thank

ua-cam.com/video/15CyDv6XjEI/v-deo.html

Hi, Do you have the excel of it?

How I can get these courses.....Did you have whattsap number to give me a lot of information..... I need bs8110 full project and master of structural engineering

Good Work Sir! You explained things very nicely. I got to know about your channel from one of my friend. Never found such nice video on UA-cam. Waiting for many more videos to come.

Doing great job dear

Assalam-u-alaikum sir ❤️! Nice video with good explanation. I'm exited for total course please keep continuous the course. And continuously upload the videos thanks ❤️!

Weight of the half column load below and the top of the floor is not considered.

Excellent, Please do one example for ceiling also. Thanks

Any csi detailing course exclusively....

interested

My etabs acess file not opening in RCDC.. What to do regarding it ..?

Lateral deflection of footing are negligible right?

I didn't understand who did you determine the thickness of the footing and x and y dimension length where did you get them ?