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Look you can not model each and every thing in your structural software...Yes you can for research purposed but for practical purposes you should never because:- 1) It takes time and not practicle in tight schedules and dead lines 2) the affect of it might be less than only 1% 3) keep the things simple to understand for reviewing team and for your self too There are many assumptions, things we base our calculations on those. Many things we ignore and many we assume. Its engineering! I would recommend you to not model lean, as sir Umar said not model plaster and so on! Be a structural guy!

I would also say same as Umar. You don't have to follow code provisions 10.12.1 through 10.12.3 as it for ratio >1.4. As a precautionary measure, you can provide for extra confinement of joint or specify same concrete strength for only joint region,no extension in slab. Increasing confinement of joint region will be easier than pouring higher strength concrete in joint.

welcome but please donot try to jaam things ...lolz welcome

Dear members, I have different concrete strengths of column and slab and the difference is exactly 40%. I mean col strength is 70mPa and slab strength is 40mPa. 70/40 = 1.40 I am following ACI code, i will quote ACI 10.12 "Transmission of column loads through floor system" It is written that "if f'c of column is greater than 1.4 times that of the floor system, transmission of load through the floor system shall be provided by 10.12.1, 10.12.2 or 10.12.3." In these 10.12.1 to 3 concrete placing and determination of strength is addressed. My question is i have exactly 40% difference...NOT MORE THAN 40%. so can i IGNORE this caluse? and what is the practical solution you would suggest.

While Calculating vu (Punching Shear Stress) safe also takes into account effect of moments also. Please go through attached file. It explains in detail how Safe calculates punching shear. ftn01-03.pdf

You might also think about turning the column 90 degree. Plus your drawing is wrong too. What it looks from section is a central beam running through the CL and cantilever stairs. Plan doesnt give that feeling.

It isnt from any manual but its straight forward. How can you justify added strength due to lean? Do you know why lean is provided?

please find attached files... 2005 EQ time history.xlsx

See commentary for 10.15. I would say since you are @ the threshold, just make sure, joint is detailed properly. No other precaution.

Please find the attached file this one is collected from Nilore Station Pakistan... The values are adjusted by eliminating the error... I am not able to upload the file at the moment will upload later with the PGA .....

http://www.ncedc.org/anss/catalog-search.html http://earthquake.usgs.gov/earthquakes/eqinthenews/2005/usdyae/#details http://www.iris.edu/wilber http://www.isric.org/ Red one has all the information about major earthquake events all over the world. Just select the nearest station and download the files i hope you will under stand all the required information just have to adjust some data because there are some errors and you know what these errors are for the adjustment of data to zero line....

In US, I have seen classrooms, that have a capacity limit. Max 45 people.