huangyhg

design of a wt shape
can someone tell me what lrfd equations i can use for a wt shape subjected to axial and flexure with a lambda exceeding lambda r? meaning that the shape is slender and must account for web local buckling. i am having trouble specifically finding the right equations especially for mn to use in the h1-(a),(b) equations.

jdelacruz;
check out appendix b section3a."unstiffened compression elements"
calculate the design strength reduction factor qs from section 3.a(d) "for stems of tees" using equations a-b5-9 or a-b5-10
hope this helps
warren
i have seen appendix b, but i am confused about which limit states to apply and when to use the reduction factor q. from what i have seen from appendix f1.7 there are several limiting mn that are present. i am specifically testing out a wt8x15.5 as a top chord of a truss. do i use mn=qfysxc, equation f1-15 of the specification, etc. i guess i haven't seen a clear roadmap for the m part of h1-1 when you are dealing with a slender wt shape used in a beam column situation. if someone can point me to a clearer road map of what to use as limit states, it would help me out alot. thanks.
jdelacruz;
sorry i haven't replied sooner, i was out of town.
as you can see by the lack of replies you have received,this is not an easy question.
this is the way i see it;
the wt8x15.5 is a slender member and must be designed per appendex "b".
the equations that you are looking at in section f don't apply to this
thanks. i got the same solution from other sources also. i appreciate your time and effort.

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