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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.

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....

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.

I would say forums are the best way to learn. It takes time but its worth it.

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

You should never model lean as its not a part of foundation system. It is similar to considering plaster on slabs acting as part of slab and contributing to strength of slab.

here is the snap of ACI 10.9.2