Cross-Section Stability of W36x150

1. Tutorial 1:Cross-section stability of a W36x150 Learning how to use and interpret finite strip method results for cross-section stability of hot-rolled steel members prepared by Ben Schafer, Johns Hopkins University, version 1.0

2. Acknowledgments • Preparation of this tutorial was funded in part through the AISC faculty fellowship program. • Views and opinions expressed herein are those of the author, not AISC.

3. Learning objectives • Identify all the buckling modes in a W-section • For columns explore flexural (Euler) buckling and local buckling • For beams explore lateral-torsional buckling and local buckling • Predict the buckling stress (load or moment) for identified buckling modes • Learn the interface of a simple program for exploring cross-section stability of any AISC section and learn finite strip method concepts such as • half-wavelength of the bucking mode • buckling load factor associated with the applied stresses Going further with other tutorials... • Show how changes in the cross-section • change the buckling modes • change the buckling stress (load or moment) • Explore the provided WT, C, L, HSS sections.. • Exploring higher modes, and the interaction of buckling modes • Understand how the results relate to the AISC Specification

4. Start CUFSM • The program may be downloaded from www.ce.jhu.edu/bschafer/cufsm • Instructions for initializing the program are available online

6. select the input page

7. load a file

8. select W36x150 (these files are available online where you down- loaded this tutorial)

9. question marks give more info...

10. node element The geometry is defined by nodes and elements, you can change these as you like, here a W36x150 is shown

11. Each element has material properties associated with it in this example E is 29000 ksi, and n is 0.3. (Each element also has a thickness)

12. the model is evaluated for many different “lengths” this allows us to explore all the buckling modes, more on this soon.

13. select properties

14. basic properties of the cross-section, you can compare them with the AISC manual they will be close, but here we use a straight line model – so they won’t be identical. advanced note: these properties are provided for convenience, but the program does not actually use them to calculate the buckling behavior of the section, instead plate theory is used throughout to model the section.

15. Let’s explore one of the ways we can apply loads enter 1 here uncheck this box press this button to generate stress

16. when done, go back to the input page max reference stress Generated stress distribution applied reference moment

17. now, go back to the properties page this last column of the node entries reflects the applied reference stress.

18. go back to the input page when you are done. put compression of 1 ksi on ths section, enter 1, uncheck Mxx generate stress – should get this distribution...

19. note stresses are all 1.0 now (+ = comp.) analyze the section

20. Finite strip analysis results – lots to take in here!

21. buckled shape, here we can figure out what type of buckling mode we are looking at, is it local? global? etc. half-wave vs. load factor plot here we find the buckling load and we find the critical buckling lengths...

22. buckled shape at half-wavelength = 22.6 and load factor = 48.7 undeformed shape the little red dot tells you where you are

23. explaining load factor and half-wavelength

26. move the little red dot to the minimum on the curve with these controls, then select plot shape and you will get this buckling mode shape result. Local buckling

27. How do you know this is local buckling? Where is flange local buckling? Where is web local buckling? In the beginning, looking at the buckled shape in 3D can help a lot...

28. select (and be patient) web and flange local buckling is shown remember, applied load is a uniform compressive stress of 1.0 ksi

29. let’s rotate this section so we can see the buckling from the end on view.

30. Go back to 2D now and see if the shape makes more sense... buckled shape at “midspan” of the half-wavelength, this is the 2D buckled shape

31. we call this local buckling because the elements which make up the section are distorted/bent in-plane. Also, the half-wavelength is much shorter than typical physical member length, in fact the half-wavelength is less than the largest dimension of the section (this is typical). At what stress or load is this elastic local buckling predicted to occur at?

32. or, equivalently our reference stress of 1.0 ksi every- where.. our reference load of 42.6 k

33. you also can get a quick check on the applied stress by selecting this plot within the post- processor.

34. Pcr,local = 47.12 x 42.6 = 2007 k or fcr,local = 47.12 x 1.0 ksi = 47.12 ksi Pref = 42.6 k or fref = 1.0 ksi load factor for local buckling = 47.12

35. now let’s take a look at long half-wavelengths

36. change half-wavelength to ~480” = 40ft and plot the shape to get the result shown here. try out the 3D shape to better see this mode...

37. this is weak axis flexural buckling...

38. note that for flexural buckling the cross- section elements do not distort/bend, the full cross-section translates/rotates rigidly in-plane.

39. Pref = 42.6 k or fref = 1.0 ksi load factor for global flexural buckling = 7.6 at 40 ft. length Pcr = 7.6 x 42.6 k = 324 k or fcr = 7.6 x 1.0 ksi = 7.6 ksi

40. Column summary • A W36x150 under pure compression (a column) has two important cross-section stability elastic buckling modes • (1) Local buckling which occurs at a stress of 47 ksi and may repeat along the length of a member every 27 in. (it’s half-wavelength) • (2) Global flexural buckling, which for a 40 ft. long member occurs at a stress of 7.6 ksi (other member lengths may be selected from the curve provided from the analysis results)

41. A W36x150 is really intended for beam applications more than columns, let’s see how it behaves as a beam...

42. go back to the properties page enter a reference stress of 1.0 ksi calculate uncheck P reference moment is 500.5 kip-in. generate stress

43. check everything out on the input page, you can even look at the stress dist. to double check.. then analyze

45. Results page... move to the first minimum to explore local buckling of this beam further

46. compression Local buckling.. Mcr,local = 231 x 500 kip-in. = 115,500 kip-in. = 9,625 kip-ft fcr,local = 231 x 1.0 ksi = 231 ksi tension helps stiffen the bottom of the web and elevates local buckling a great deal. tension

47. local buckling half- wavelength is 25.6 in., as shown here in the 3D plot of the buckling mode

48. what about long half-wavelengths, say 40’?

49. Lateral-torsional buckling.. In-plane the cross-section remains rigid and only undergoes lateral translation and twist (torsion), as shown in this buckling mode shape

50. Lateral-torsional buckling.. Mcr = 15.8 x 500 kip-in. = 7,900 kip-in. = 660 kip-ft fcr = 15.8 x 1.0 ksi = 15.8 ksi also predicted by this classical formula: