The problem is that most of the loads are from the cables weight and not the wind. So when I use a factor of 1.8, the "administrative hypothesis", or serviceable limit state, deals more burden to the pole than when I use the 1.1 factor. The wind pressure is worse in the extreme winds, but it...
As far as I remember any load can be considered accidental, since the EC1 establishes an accidental load if needed that might be considered in different sittuations (fire, snow, etc). Only accidental seismic loads are specific to eartquakes.
The client is Indian, so the language is probably...
I've received a pole des project where the client requires the following:
For administrative hypothesis:
A safety factor of 1.8
Wind pressure on the face of the pole: 840 Pa
For extreme wind:
A safety factor of 1.1
Wind pressure on the face of the pole 2050 Pa
My question is, what exactly is...
@theshearstud
Thank you very much, the area/mesh explanation makes perfect sense, and is accurate with the tests I've made. I will perform some more tests about the linear/non linear analysis
Hello dear engineers,
I've recently started using sap2000 and I have a few doubts
About meshes/area divide/fem:
When I define polyareas 2 things my happen, either I define a rectangle or triangle and get something like this
Or I draw a area with more sides and get this
What does it mean...
I have always had this doubt, there are 3 kinds of service limit states, the one with very short duration, the short duration, and the long duration one.
When checking for deflections or cracking, which one of them should I use?
I've checked the Eurocode 2 (concrete) and for cracking there...
One thing is structural design, other thing is construction practices.
About structural design if you have no background on it you should look for loads and mechanical behaviour of materials.
After it you go for the eurocodes, if it's about concrete look for the eurocode 2.
This is basically...
Well the sap2000 model provides exactly the same results. What I don't like there is the deflection there. In the model I've shown the node transmits all the stresses to each bar, (it's not a articulation, bending moment is transfered as well) But because the model considers it two bars there's...
Thanks JoshPlum, I was pretty sure it was some sort of dumb question, but it's a valid one, and I think sap2000 is giving me different deflections than that model, but i'll develop it a little further to make sure before posting here. I'll take a look on the info you provided.
Hi, this might be a dumb question but i'll go for it anyways.
If I have 2 beams that are crossed in a corner, for example like this:
And they don't have a column there to support them, what kind of behaviour should I expect on the cross node?
I've made a simple fem (that i will try to...
The columns are to provide support to something close to a cantilever. I estimate their load as 100kN of compressive force and minimal (around 10kN.m^2) bending moments. The model confirms those loads.
I have a long slab with 13 m that has 4 columns on its extremity, and is partially...
But the H120B beam is enough to sustain the load by itself, what could go wrong with 4 aditional "L" shapes?
Also I've never seen that kind of cross section, I've just run trough the arcelor sales program, and couldn't find such kind of beam.
Thanks for your help :)
I think I've come up with a solution.
I tested my model with a HE 120B section from arcelor mittal and it was safe.
Therefore:
The dimensions fit perfectly. And like I've read before, if it's stupid but it works, it ain't stupid :)
What do you think?
Hi,
I've been suggested to use a steel column with the following geometry
This is a greek cross geometry and it was used by Mies Van Der Rohes in Barcelona Pavilion.
I thougt about doing it with 6 "L" shaped beams but I'm not sure the finish will polished between each shaped beam.
But the...
Great tip, but it wouldn't work because the area of the reinforcement depends on the load. Tricalc doesn't give me that kind of control. I will however try to analyse exactly the cross-section he provides, and replicate it on sap2000. Using a unitary load as you say, maybe that way i'll get the...
I came across a problem while modeling my structure in tricalc. The deflection on one of the slabs is too big, unless i place a beam with high stiffness adjacent to it.
I'm trying to solve this by using a steel beam, but, since I cant mesh together the beam with the slab for modeling reasons...
It's a true cantilever with a span of 1.5m and 9.8m width, it's not supported on the 2 short sides. I believe the difference in the manual calculations and the model is because of the short span of it, which could make a 2-way analysis pointless (but i'm not entirely sure).
I said the...
