Looking at the current trend, all new graduate engineers will know programming in one form or another. in a few years, knowing how to program would be equivalent of knowing how to use Excel.
I do see wide adoption of python in terms of accessing software APIs and scripting to minimize...
Wow nice blog. Lots of interesting content. Seems like you had similar discussions before. You are right. I had forgotten you can calculate Fe from analysis. I think DAM allows each member to be designed with k = 1 so I had never done the stuff you've outlined in the blog post.
Agreed, I...
Very detailed answer from JoshPlumSE. Here is my take:
The horizontal reaction exists, but is negligible for small deflections which is about 99% of the structures we deal with. Furthermore, simply-supported beam usually refer to pin-roller supports. It's hard to actually fully "clamp" a beam...
I completely agree with the sentiment of learning effective length method first! Nowadays, ELM is in the appendix of AISC as an alternative means of stability analysis which kind of indicate the direction we are going. Nevertheless, ELM is quite elegant and very logical and is pedagogically...
What kind of tank is this? You should probably consult a practicing engineer in real life to get a more in-depth answer especially if public safety is involved.
I'm not sure what type of calculator you are using, but it sounds like you are trying to find the seismic force for a non-building...
I believe the displacement vector IS the your mode shape vector (phi).
The eigen vectors provides the relative "shape" of each mode, the magnitude does not really matter and can be anything as long as the relative shape is maintained (i.e. it can be normalized a number of different ways)
When...
Hi Zouatine,
Please clarify because there's different level of detail you can get.
1.) Most detailed. I counted at least 136 nodes. If you meshed the slab, then there would be thousands. Each node gives you 6 degree of freedom. That's a size N*6 vector. To get this you need to find the...
I agree. An eigenvalue buckling analysis is pretty quick to do and is likely better than hand calc. It is still valuable to double check with some hand calc to verify the software results.
I ran a quick elastic critical load analysis on MASTAN for OP's problem. I simplified the bottom chord...
What I'm saying is that the effective length (kL) is bounded between 1.3 m and 6.2 m. It would be most conservative to assume 6.2 m (maybe too conservative)
Thanks for sharing KootK. That's an interesting study. Inspired me to do a MASTAN model of OP's problem.
I did an elastic critical load...
This is an interesting question. If it is a steel truss, I think you would be much better off using the direct analysis method outlined in AISC and circumvent finding the "correct" k-factor. Conceptually speaking, it is still valuable to think of buckling in terms of effective length (finding...
All of them have the primary purpose of resisting punching shear.
Drop panels have the added benefit of additional depth for your negative flexural steel.
Column capital have the added benefit of reducing the clear span of slab & unbraced length of column.
I've never heard of shear caps until...
You probably have a rigid diaphragm modeled on the roof level.
A rigid diaphragm enforces every node on a level to "move together" (zero in-plane axial deformation). I'm not sure how ETABS treats rigid diaphragms. Some software generates rigid many internal link members, while others perform...
@WARose
Yes, I'm talking about slabs framing into wall ends. Obviously, along the length of the wall we have to check one-way shear. But I am interested in what happens at the end of the wall.
The model code 2010 provision I'm talking about are shown below.
Hi All,
This topic has been bothering me for the past few weeks. What are your thoughts about punching shear check at wall ends and wall corners?
The CSA and ACI codes are strangely silence on this subject. Personally, I don't see how the slab can punch through at just the wall ends? What's the...
Hello all.
I have a question regarding bottom integrity steel provision for two way slab design.
CSA 23.3 specifies a minimum integrity steel area at the four faces of a column (Asb = 2V / fy).
In the case of a garage roof with 1-m of soil on top, If I were to design per CSA, I would need...
Thanks Shotzie and Jay for the quick response.
Yea, using a 4-ply is adequate for ULS but im getting like almost 35 mm deflection which is a bit much.
I'm fairly confused about the this topic in general. The code specifies that the spacing between nails should be less than 4*d so that it...
Hello all,
I am looking at installing a built-up beam that spans 18 ft. The problem is, I only have access to 2x6 lumber that is 12 ft long; so i have to splice them at the end somehow.
In a continuous beams, you would just splice the ends at the support post. But i do not have an intermediate...
