1968 H-Series Joists

[MacGruber22]

Analyzing some old H-series joists that have some new point loads. My question is, do these joists have a constant moment and shear capacity along their length? My initial thought is possibly not. What is the point of the "newer" KCS joists if H or K series *do* have constant capacities? I have specified KCS joists a number of times when point loads were varied and not always directly known ahead of time.

"It is imperative Cunth doesn't get his hands on those codes."

 

[bridgebuster]

Have you checked SlideRuleEra's site? He has old information regarding steel joists.

Link

This is another site with 1000's of old publications.

Link

 

[KootK]

I reviewed the 65 and 70 H-series joist specifications and load tables. They do not appear to be constant shear joists but are designed for a minimum shear capacity anywhere of at least 50% of the end reaction. That's not too shabby for point loads.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[MacGruber22]

I have not checked SRA's site yet. I have old specs and tables but maybe I am missing the part describing the table's limitations.

KootK - that is very good news for my situation. I will have to look for that spec section.

"It is imperative Cunth doesn't get his hands on those codes."

 

[KootK]

If you don't find it in ten minutes, repost and I'll hook you up.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[XR250]

I though the KCS style of constant moment and shear is a more recent development - say in the last 20 years