Recent content by bylar

RFreund Yes I am aware of that publication. I have read it and it appears to be just another way of getting the Cl both of which are optional. The first section does not apply to cantilevered beams which I am mostly concerned with. The last approach seems to be very similar to the older...

Thanks for the responses. The Italian chart was helpful for another purpose. Kam93 you are correct and I did that but I was having a problem with the second span. I was not getting the correct deflections. I solved that by going from a to b for the first span and from c to b for the second span...

Thanks for the response but that doesn't help not because of the language but it isn't for two spans with only one span loaded

In table 3.3.3 Cantilever 1 do these formula only apply to the cantilever section or the whole beam that has a cantilevered section? Same with simple beam are those only for a simple beam of the or also for the uncantilivered section of a cantilevered beam? Or should the entire beam fall under...

Does anyone know where I can find the formula for the deflection along the x axis on a beam that is continuous over 3 supports but is loaded only along one span. I can find the max deflection but I want to graph the deflection

I am aware of chapter 3 and chapter 4 of the NDS but there must be a reason why these programs come up with such different answers. It seems that the make different assumptions as to the loading even though that reference is clear when it comes to uniformly load either simple span or cantilever...

Does anyone have example of calculating the Cl in Wood Beam Design? I have looked at several well respected design programs and none agree on the Cl with the same set of data!

I don't know if it is a temp difference or moisture difference. I never had a problem in Florida but when I moved to NC it was a problem. I had a hard time teaching the drywall hangers to float the ceiling and the wall corners. they thought I was crazy but once they floated the corners I no...

I did not see where you mentioned expansion joints. I have installed many lam floors and all require expansion joints at least every 30'

do you only hav a metric versiop?

WoodWorks Shearwall does this if you are considering wood frame shearwalls

You let the ceiling drywall float. do not fasten it to the trusses in the area app 18" from the wall. There is a detail in one of the gypsum manufactures handbooks. I can't seem to find my copy at the moment. We just moved an I can't find anything.

I have seen it often in the ceiling when the support is trusses and the drywall does not float to the walls but that does not explain the popping in the walls. The usual method of installation even if using screws is to partially nail the wall boards until the remainer is screwed.

I am in south Florida and I seldom see residential on piling. I thought that all residential plans had to be sealed by an Eng or Arch. (I have been in NC the last 10 yeas) That said the designs you are seeing are inadequate. If it needed piles and grade beams then the soil does not support the slab.

I agree with your stance. I think your stance is the norm not the exception. I have had the same position for 50 years. I do however have distain for your remark "70+ year old engineer out there might not do his due diligence" I have always don due diligence, oh by the way I am 71 years old and...