Engineers have told me they need to transfer PLF loads to other members they are designing (steel beams, ledgers, etc.). If they calculate a joist design at 19.2" O.C. they need to manually convert the Reaction to a PLF load. The other method they use is to convert the design to 12" O.C. to reflect Reaction as a PLF load, but sometimes forget to save the final design back to 19.2" O.C.
Seems like adding another column for "Loads to Supports - PLF" could be an easy, useful addition.
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Ian, when we have joists spaced at 16" o.c., we get a point load reaction for each load category. We have to multiply each load category by 12/16 to convert it to plf so we can apply the load to a supporting member, like a steel beam. It is a hassle to do this for the dead load, live load, roof load... for each joist condition.
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Thanks for passing along the idea. I'm not sure I understand this completely, are you asking for a PLF load to be separated out from the current Loads to Supports reported for a joist member? If so, is this needed if you know the joist spacing already?
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Yes - please add this. I need this all the time for my joist designs. Please provide the reaction at the spacing selected plus the PLF reaction for designing the supporting member.
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