Okay I found what the problem is now.
I think this is what Agent666 is refer to.
The last box should be uncheck....
Any way that I can keep the horizontal edge restraints only?
Thank you Agent666. Sorry was meant to upload M22 instead of M11. See below.
Yes it is a two way shell but only 4 end nodes are restrained so at the end of the day it will still behave more like a simply supported beam span vertically because there is no restrained along two vertical edges of...
Sure MSUK90. Just uploaded. Thanks.
I am trying to get the out-of-plane moment of wall under wind load but had this kinda of issue in my model so I simplified the model to see what happened.
https://files.engineering.com/getfile.aspx?folder=b2ff5fb5-6106-409a-b5c1-bc5b39536c53&file=TEST.EDB
I have this 4m x 10m tall wall modelled in ETABS with 4 end nodes restrained and 1kPa area load applied at out-of-plane direction.
I was expecting the the bending moment at mid-span to be around 1*10^2/8 = 12.5kNm/m. However when I went to Moment 22 for piers it shows nearly 0 and M11 for shell...
Thanks Tomfh.
If it is based on 'nearest neighbour' to get the distributed load then I agree it is not the 'correct' way to get distributed loads but I am just wondering if this is the way all these FE softwares deal with load distribution (ETABS for example) when we assign 'membrane' or 'deck'...
Thanks Celt83. I am actually more interested in two way load distribution mechanism. ie. calculate how much load each premier beam gets from a closed polygon with uniform area load.
The following is an example showing what I want to do. I couldn't find more resources explaining how load is...
Does anyone know how to calculate the load distributed to the perimeter beams that form a closed polygon of any shape not just rectangular?
Any textbooks recommend? (I tried to search but no luck so far)
I read the support documents from RISA 3D and looks like they use finite meshes but I...
Let's say the spacing between top & bottom studs is 70mm, leaving 40mm edge distance for the studs, which is too small? I believe for rebars we can use bond strength instead so breakout is not an issue here while it is not the case for studs/anchors?
Thank you dik.
Like I said, I have this scenario for my cantilever facade to 150 precast wall as well. Do you think it is practical to locally thicken my precast walls at ends or can I make a stiffer EA or other steel like I proposed at the beginning to do the same work?
Also, won't it be...
Thanks dik. Is this the one you are proposing?
I can make the slab thicker or have a step as what you proposed. The reason I didn't want to do this was because I have cantilever facades like this canopy that is connecting to the 150 precast walls under for this project as well. So even if I...
Thank you. Can you please explain why it is not gonna work? I would expect T/C to form a moment connection here.
Cables cannot be used here unfortunately.
By box section you mean replace the EA with SHS?
Hi fellows,
I have this 3.8m cantilever canopy to design. I am going to use 150SHS @ 1m spacing by using the fix connection to slab. There is 60 set down.
I am proposing the following connection to do the moment connection work. The design moment is 7.5kNm per SHS. Then I am assuming the level...
Thank you for your help
I still don't fully understand.
Lets ignore the combined check for shear and focus on moment only for now.
I would consider the e from V* to the start point of weld to get the tension and compression. And then check the weld to the tension & compression as well as the...
Does anyone know why the eccentricity is taken as joint plus plate width when checking the rebar capacity in PCI handbook wall-wall shear connection example?
Shouldn't e be joint only?
