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Design strip is 1m wide (0.5m left and 0.5 right) by the way.

Hi Celt83. Columns below are 3m tall. Slab meshes are just very regular 0.1mx 0.1m rectangular meshes. No symmetry. (Even if there is in the meshes the twisting moment will be very small I would say) No Gravity has been considered so no P-Delta as well. Try to apply shear + moment directly at...

The moment in the design strip makes sense to me. It is really just a one-way bending from my point of view. I have checked the Mmax and the integrated M1. It is the same as what the design strip is showing (+-500kNM)

Yeah, 1000kNm overturning moment at the bottom of the column, which is why you are seeing +-500 kNm in the strip moment diagram. So, 1000kN is applied under "Test" Load Case. Load Combination "TestCombo" is just 1 x Test Load Case. No Gravity. The second sketch is the plan view of this 1m wide...

No. It is the same load combination. If you look at the title, they are both under "TestCombo" load combination. Gravity is not considered here, TestCombo is just 1 x Test Load Case (which is this lateral load case)

I model this quite simple structure. A 1m tall column with 1000kN lateral load on top is sitting on a 1m wide slab as you can see below. The design bending moment (-487kNm & +520kNm) in this 1m wide design strip looks normal to me. (see below) However, in the design module, ETABS is using...

Thank you guys. It is a typical 8-bolt moment connection. It fails at the connection (end plate yield and bolt tension) The structure is checked using shear connection and it is ok. It is more to do with what will happen after the connection fails? Can I say it will simply becomes a hinge so...

Hi, I have this I section steel beam to I section steel column using bolted moment connection. I am wondering what happens if this moment connection fails? For the structure itself, shear connection is okay, but for some reason it is designed as moment connection but don't have enough moment...

Thank you Celt83. It seems that the negative YCR in ETABS is correct then. I will have a look and see what I did wrong in my hand calc. May I ask which text is this snapshot from?

Thank you all. @dik. I do have consider local stiffness and convert to global one for non-orthogonal walls. I am just not getting the negative YCR. Not sure where I did "wrong". @milkshakelake, I have checked the model many times and I don't find anything wrong with it. Like I said, the...

Hi guys, I have a 10m x 28m floor plate that is 200mm thick, supported by four 5m-long walls spaced at 7m intervals. The last wall is oriented at a 45-degree angle to the global X-axis. I obtained the center of rigidity (COR) values from ETABS, and the negative YCR value is causing confusion...

Thanks for your replies guys. retired13, It is from the Australian piling standard. I have uploaded a pic as below. Again, as we are going to provide the loading caused by earthquake and pile will be driven until target loading is achieved and shows no movement, which means serviceability will...

Thanks for your replies guys. Q1. Sorry I didn't ask properly. My concern was the soil settling instead of the deflection of the footing itself. Q2. Yes, I meant driven piling. The only work left for me is to provide the loading to the piling company or pile driver. So I was concerned about how...

Hi guys, I have questions regarding the deflection of foundation that I hope you guys can help me. When we design say pad footing we do load run down, load combination (DL+LL gravity in my region) and then design the footing accordingly. I don't see much consideration is given to the deflection...

This might sound like a stupid question but I am gonna ask anyway. When we check the deflection, is it based on relative value or absolute? Lets say I have a 5m span one way slab supported by 2 edge beams (10m long) that sit on 2 end columns. If I use a 3D computer analysis model and it gives me...