Search results for query: *

Hello Dear Engineers, Looking for your valuable response. This is important for me to determine the Gamma factor as shown below. Thanks.

Thanks lexpatrie and JoshPlumSE. I think I'll check a problem of flat slab with drop panel. You are right. Please note that the data I mentioned are not mathematically based on the figure I posted.

The thickened portion is sized for two considerations 1. Make punching shear ok at d/2 distance away from colukn face 2. Make flexural reinforcement reasonable. Let's say the shear force is 800 kips. when the punching perimeter is at d/2 from column face into the thickned portion,the punching...

Hello Dear Engineers, Would you check the mat punching shear and one way shear (if governs) at the locations where thickness becomes the minimum? Pls see the attached figure for understanding my question. The figure is taken from previous projects. Thanks a lot.

Also the Seismic Design of Reinforced Concrete Mat Foundations, NIST GCR 12-917-22 has been written based on ACI 318-11 as CDLD indicated. That's why they left it to open guess using judgements probably.

Thanks lexpatrie for the link of the research paper. Thanks HTURKAK & CDLD. I was checking ACI 318-11 and didn't find anything. But ACI 318-19 has incorporated it well. Wow. Thanks HTURKAK & CDLD.

Hello dear Engineers, It would be great to know your understanding on how much thickness makes a "thick member" in punching shear resistance to drop to 2sqrt(f'c)b.d? Also what is meant by low reinforcement ratios? Is it flexural reinf. ratio? The following snippet is taken from Seismic Design...

Is it possible to weld a plate with top flanges and bottom flanges each? This way, tension or compression transfer from one flange to other would be possible, if practicable. Is autodesk robot using the input moment in calculating the connection capacity? You may check output calculations to...

The diaphragm is considered rigid. Would u pls explain why semirigid should be assigned? I once read diaphragm can be considered rigid for span to depth ratio less than 3. here it is less than 3. However, for better model response, I'll consider semirigid and check the results.

Span/depth ratio surely exceeds 3 or 4. As centodollar mentioned about shell modelling, is it logical to take the benefit of continuous depth connection of the outrigger beam with wall.

The building floor plan looks like this. Couldn't post the CAD layout as I'm not on the PC having those files.

Thanks centondollar. Which one is more realistic in ptactice? To me I feel like shell modelling captures the whole force transfer interaction between the shear wall and columns. Because while shells are modelled, column axial forces increase indicating that they are making a couple with the wall...

Thanks HTURKAK for your participation. The comparison is based on cracked section models, however I know that wind drift check is for 1.4 times of strength model's cracked section properties. In one model with outrigger as frame, beams have 0.35 effective stiffness value for moment of inertia...

Dear Engineers, As metioned by Taranath in his book, outriggers can be of shallower depth (rather than one or two storied deep) when used in each floor. That's how we did in a project. The building is 25 storied. Outriggers usually engage the perimeter frames in bending with core walls. Now, I...

Sounds logical. Thanks driftlimter

The RC column bases are not fixed at base, most of the columns have single pile supporting them. However, the columns are tied by foundation beams. So the columns have some bending stiffness at base, I think. The columns are not precast. So what does the framing system look like? Is it like...

Thank you Lomarandil. Does the steel roof need to comply detailing requirements of any framing system? Say of any project specific moment frame or other.

Hello Dear Engineers, I have attached some figures below. Would you pls think and say what framing system is it from ASCE Seismic Lateral Framing Systems? FYI, my understanding is RCC portion is Special Moment Frame, and Steel is not a particular framing system because it is just a roof and...

SO in this case, I need to find 2% of column Pu probably, and then apply it laterally (shear in the minor axis) which will produce shear force and some bending moment considering the stud length 6" supported one end continuous. I need to show the stub ok for these load effects. Is that correct?

Ok. But why not Ψ = Σ(EI /lc)/ (JG/lb) by EI/lb, do you mean the bending stiffness of the beam which rests on the stub?