Single Angle Factors and When they Apply
Single Angle Factors and When they Apply
(OP)
I am having trouble distinguishing when factors to my yielding moment apply during my calculations of a single angle beam. I am analyzing the capacity of an equal leg, compact angle iron using the 14th edition of AISC. Since it is compact, local leg buckling does not apply. Yielding is easy to calculate using F10-1. My force can be applied from any direction so I would have to check both principle and geometric capacities. Please let me know if I'm mistaken. To check the principle axis I used F10-4. To check tension in the geometrical axis I used F10-6b with a .8 factor for my yielding moment (My). To check compression I used the user note in section (b)(iii) and did not factor my (My) at all.
My question is if I find that Me is larger than My; for tension and compression do I always factor My by .8? Also, if the user note can by used for Mn to equal My, do I factor My by 1.5?
I hope this didn't confuse you, and I'm sorry for the long drawn out explanation. I great appreciate your help. Thanks.
My question is if I find that Me is larger than My; for tension and compression do I always factor My by .8? Also, if the user note can by used for Mn to equal My, do I factor My by 1.5?
I hope this didn't confuse you, and I'm sorry for the long drawn out explanation. I great appreciate your help. Thanks.






RE: Single Angle Factors and When they Apply
RE: Single Angle Factors and When they Apply
If you don't need every kip-inch of capacity you can muster, tabulated capacities for laterally unbraced single angles are provided in a paper from the AISC Engineering Journal, first quarter 1984, titled "Safe Load for Laterally Unsupported Angles".
RE: Single Angle Factors and When they Apply
RE: Single Angle Factors and When they Apply
Another AISC Engineering Journal paper that gives good treatment to the subject is "Design Aspects of Single-Angle Members" from the fourth quarter, 2009.
RE: Single Angle Factors and When they Apply