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When analysing and designing a structure for the serviceability limit state the deflections of each beam must be found. When considering a multistory rigid jointed structure (as below) and applying first-order elastic analysis, what method must be applied in order to find the magnitude of the maximum lateral displacements on each beam (e.g. $\delta$ on the deflected shape)?

Essentially my question is, how do I find the value of $\delta$ on beam BE from the deflected structure.

Am I correct in idealising the beam as the simply supported beam with the correct concentrated moments on either side (acting as fixed support). Example Of Structure To Find Deflection

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From a straightforward, academic perspective (by which I mean disconsidering seismic and other code-enforced conditions), your approach is either exactly or roughly correct (depending on your definition, as described below).

Obviously, you must first calculate the entire structure and determine all the internal forces. As you've stated, that will include both the loads directly applied to BE but also any nodal loads transmitted to BE from the columns. This will give allow you to make a perfectly accurate representation of the internal forces on the beam and therefore of the deflections it faces "in isolation".

However, what your analysis is currently missing is that the beam actually isn't in isolation. It belongs to a larger structure which is also deforming, and this deformation also applies what can be effectively considered an imposed displacement to the nodes.

In this particular case, both nodes of BE will be moved to the right, while the left-most node will also move up and the right-most node, down. This means that BE's "straight line representation" in the deformed configuration is actually slanted.

And so it becomes a matter of definitions and possibly codes. What is the deflection to be considered when checking the servicibility limit state?

I'm Brazilian and therefore follow code NBR 6118 for concrete structures and NBR 8800 for steel structures. Both of these1 are unclear as to which deflection to use, stating only that elements should be "analysed as isolated, simply-supported beams under loading"2. I interpret this as allowing your method of disconsidering imposed deflections, but it's not air-tight (imposed deflection could be considered a load, but they do use the word "isolated"...).

Another interpretation is to consider the relative displacement of the nodes: both nodes drop by some amount, but that cancels out, so the only thing that might increase users' unease (the basis for SLS) is the additional deflection of one of the nodes.

Or you might want to consider the total deflection of both nodes: after all, if your columns are very "compressible", your users might become uncomfortable if high variable loading causes the ceiling to drop by half a meter.

That depends on your relevant code (and possibly how you interpret it). If you need to consider these imposed deflections, then you're basically forced to use the stiffness matrix method: you can certainly do it by hand, but it'll just give you a headache.

See below the model I used to look at this problem, and the three ways you can interpret the deflection of BE:

  • The top isolated beam is your method, ignoring the imposed displacements
  • The middle beam adopts the relative displacement of the nodes, concentrated on the right node
  • The bottom beam adopts the full displacement of both nodes and is equivalent to the actual result obtained from the frame (the slight discrepancy is a rounding error due to my inputs).

enter image description here


1 and therefore the Eurocode as well, since they're the inspiration for the Brazilian codes

2 That's my own literal translation from the Portuguese.

Diagrams obtained with Ftool, a free 2D frame analysis program.

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In US, The American Society of Civil Engineers (ASCE) Structural Engineering Institute (SEI) publishes Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7-10).

Section 12.8.3 Vertical Distribution of Seismic Forces, details the vertical distribution of seismic forces. It roughly applies the total design base shear of the building in a triangular weighted pattern using the height of the story under consideration as a multiplication factor for the shear of the story divided by total base shear of the building.

You can download the book for free from the State of California, just search for ASCE 7-10 download from CA gov.

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  • $\begingroup$ Thank you for the response. Sorry, but my question may not have been clear enough. I have reworded the question to make reinforce my query. I am essentially asking how to find the value of delta on my deflected shape diagram. $\endgroup$ – Amit Dec 24 '19 at 6:36
  • $\begingroup$ @Amit you ask “how to find..” and are given an answer showing the standard practice, it is now for you to apply it and get your answer. $\endgroup$ – Solar Mike Dec 24 '19 at 7:46
  • $\begingroup$ Thanks for the information. I understand that it needs to be applied however in my understanding the referred section does not seem to be applicable to the problem. I would like to know which structural analysis method is required and if my idealisation is correct. However, the reference seems to be about finding the seismic load. $\endgroup$ – Amit Dec 24 '19 at 8:06
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    $\begingroup$ @amit, Yes and no. if you have the end moments of the beam from a fixed joint with the column in a simple frame, yes, both for the columns and beams you apply the end moments and midspan loads as you have in your question. But if you are designing a building to be applied for a permit, you have moment frames and regular beams and columns. then you follow the code. $\endgroup$ – kamran Dec 24 '19 at 8:42
  • $\begingroup$ Thank you for clarifying. A quick question, which codes are you referring to for the analysis and is it possible to do by hand? $\endgroup$ – Amit Dec 24 '19 at 8:59

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