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I would perform a Strut and Tie model for the pile caps.

kikflip It is non prestressed slab.Is there any link where I can find a similar case study? Guys Thanks for the posts. I am sceptic about posting signs because people try to dissobey the rules. When all the ideas will be finished,I would rather carry the slab on my back!

I have performed the checks of strength and deformation with the reducted EI and the nominal load as described by the code. I can meet the code requirements by increasing the height of the section and by a higher concrete grade. Beside these 2 things I mentioned, is there anything else I could...

Greetings to everyone! I am dealing with a regular concrete 10 storey building with balconies projecting up to 3 m. The balconies are supposed to be cantilever ribbed slab floors poured on place. Is there any strict recommendation about the max. length of the cantilevered slab? Nominal live load...

I have been working with mobile telecomunications antennas which consist of vertical tubular poles from 4m to 8 m installed on the rooftops of buildings. I don't know if this can help but we calculate the EPA first as a function of the section dimensions of the pole.Then we check the...

The most exact solution would be modeling of the pile-soil interaction.That means defining the spring stiffness in horizontal direction through the depth of pile and vertical direction in function of soil properties. I use Bowles for these parametres. After modeling you can make the concrete...

I agree with a2mfk I am convinced that one building is much more stiffer than the other. Afterwards they have to be connected with each other at a single point. Check the P-delta options of the software, maybe initial conditions (just a suggestion)

I personally would like to make a finite element model including the termic design as a load case and produce the combination as the respective code allows. I belive the 50 m rule (or even 60 m )gets justified easily after the model results. The main input data to be clarifed is the dT...

thank you Fixed Earth Anyway, the analysis methods we've been using so far allow the soil yielding. On the other side,we monitor the max. deflection of the sheet pile not to overpass the allowable value. I don't think if it's anything wrong with that.

I have used once a rebar detector (magnetic) and it was very helpful. The infared method Ron mentioned seems very interesting. I would like to see any picture of it.

I agree with you guys. I personally like the "conservativeness" of the geotechnic designs. Not to mention that the discuss focuses on the "plane deformation state", or 2d calculation. Anyway, I will try to make a 3d model of the soil in SAP 2000 modeling as solid(just for fun). The question is...

Thanks for replying Actually our office deals regularly with these projects. We get the geotechnical report from a licensed geotech but the surcharge evaluating is our issue. As I mentioned, the cases when the existing foundation is a strip foundation or even a mat foundation is clear because...

Hello I have to perform e sheet pile design for an excavation. The building to be retained is a 3 storey r/c structure with pad foundations. Dimensions of the existing building in plan 9x32 m. The sheet pile wall will be along its long dimesion (32 m). Anyone has any idea for calculating the...

How are the new steel beams connected to the existing concrete? I would check first if that connection is adequate for the new load path. After that, the steel design for the new layout should be easy including the tributary load you mentioned. Please attach a sketch

in the geotechnical designs, the things get multiplied by 2 or 3 (safety factor) so I would recomend the large size foot