HardyParty
Structural
- Apr 10, 2012
- 24
I have a question! I was looking at the design of a masonry lintel in a masonry wall. I tried two different ways and ran into an issue.
1.) I applied loads to the beam (used arching action, effective span) to determine the maximum shear and moment. I then looked at the TEK 17-1B " Allowable Stress Design of Concrete Masonry Lintels" and pulled a lintel from their nifty charts that was assumed to work.
2.) For funzies, I put the same loads into Enercalc's masonry lintel design to verify my results, and Enerclac gives me an error that "maximum steel exceeded" using the ASD design method.
Upon further investigation, I found that ACCORDING TO STRENGTH DESIGN there is a limit on the maximum steel you can have in a beam to ensure a ductile failure (makes sense.) (I am looking at MSCJ 2008)
However, there is no such provision in the ASD design method for beam. There is a provision for shear walls, but that is not what I am working with.
Whats the big deal? Shouldn't you also want a ductile failure in a beam designed with ASD? Anyone know why the code is silent on this? Aside: if this is not the case, why is enercalc programmed to check it in ASD design?
1.) I applied loads to the beam (used arching action, effective span) to determine the maximum shear and moment. I then looked at the TEK 17-1B " Allowable Stress Design of Concrete Masonry Lintels" and pulled a lintel from their nifty charts that was assumed to work.
2.) For funzies, I put the same loads into Enercalc's masonry lintel design to verify my results, and Enerclac gives me an error that "maximum steel exceeded" using the ASD design method.
Upon further investigation, I found that ACCORDING TO STRENGTH DESIGN there is a limit on the maximum steel you can have in a beam to ensure a ductile failure (makes sense.) (I am looking at MSCJ 2008)
However, there is no such provision in the ASD design method for beam. There is a provision for shear walls, but that is not what I am working with.
Whats the big deal? Shouldn't you also want a ductile failure in a beam designed with ASD? Anyone know why the code is silent on this? Aside: if this is not the case, why is enercalc programmed to check it in ASD design?
