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I can't catch this, can you elaborate more on this? Shouldn't it be read as 6EI big_delta/L^2

Hi all, any help would be highly appreciated.

Why pins on the edges? Do you mean releasing moments on the edges?

Why pins on the edges? Can you elaborate more on this?

RC flat plate (a slab without beams, drop panels, and column capitals).

Hi all, How would this be supported by the structural system? My thought is to consider the column strips as the supporting system for the flat plate depression (GF-11). Am I right? any help would be highly appreciated.

Hi all, Have you ever encountered a flat plate with depression for planting? Please find the attached filehttps://res.cloudinary.com/engineering-com/image/upload/v1725910112/tips/Planting_area_h5xy1f.pdf The depression would be 600mm.

What building configuration would you recommend for columns and walls so the center of rigidity would be close to center of gravity?

Hi all, My thought is using response spectrum analysis rather than ELF code provisions for such a geometry. The center of gravity and center of rigidity are as in the image below What one can do to make these centers coincide? My thought is enlarging columns and walls.

I hope Celt83 who have experience with the software I'm using could comment on this. For lateral load analysis, can one use code provisions of equivalent lateral load procedure, especially for this irregular geometry horizontally and vertically to find base shear?

I worked around with my model with different axial stiffness of one column on the property line. for self-weight case without release:347.70kN Using elastic partial stiffness coefficient of 0.05 at the bottom of the column, the column axial load became 100.91kN

Hi BAretired, My intention is when one needs to find the bearing area for a single column footing, he uses this: A=p/q where p is axial load and q is the allowable bearing pressure This is for single column footing. In my case I have a mat foundation. There would be a small area available for...

I know that The axial stiffness of the columns is not affected by what they bear on since k=AE/L. My intention is when one needs to find the bearing area for a single column footing, he uses this: A=p/q where p is axial load and and q is the allowable bearing pressure So I thought if I could...

Please find the attached image: I meant using reduced axial stiffness for the green labeled columns since these columns are on the property line and they bear on small area of the mat foundation. Please find the attached image:

What do you mean? I can't figure the query. How can Floor P1 bear on the back side of the image? On the piles? This is the basement wall of the existing building. I used a reduced axial stiffness at the bottom of the columns that are on the property line since these columns bear on small areas...

If secant piles can be used for resisting vertical loads in addition to supporting the neighbor's soil, what about the floor slab indicated in the image below: Can secant piles support this floor slab? If so, how do you recommend?

Can you elaborate more on this: The upper parking level floor could rely on the pile at each column location (a temporary gap in the secant pile wall) to carry a floor beam. Also, what about the floor slab indicated in the image below:

If so, how (two) basement floor slabs and beams are supported on secant piles since secant piles are already poured up to ground level before (two) basement floor slabs are poured? Would one use shear friction concept for this?

Using secant piles, can one use these secant piles as vertical force resisting members in the places of the columns since these columns should be located on property lines? If not, i.e., if one uses secant piles for excavation support only and uses columns on property lines for vertical loads...

Hi BAretired, Just for discussion, suppose existing buildings don't extend to the property line and one uses piles to support excavation. Can one use these piles as vertical force resisting members in the places of the columns since these columns should be located on property lines? If not...