Simply supported built-up wood beam splice

[Woody1515]

Hello all,

I have a scenario where a wall is to be removed in a bungalow and replaced with a LVL BEAM (3PLY 1.75”X9.5” 2.0E LVL, spanning 13’, simply supported). Ideally, each ply would span the full 13’. But let’s say there is a splice in one of the ply’s 4’ away from a support. Is it safe to say the 3 ply’s still resist the maximum bending moment in the middle of the beam? Is the beam just considered a 2ply beam at the point of the splice?

Thanks!

 

[jayrod12]

I would only consider that a 2 ply beam.

 

[pmtrevisan1]

easiest thing would be to see what the demand is at 4' away where the splice is and see if a 2 ply is adequate.
based on a 13ft simple span and 9 1/2 lvl leads me to believe that deflection is controlling and not strength so I would think youd be ok.

p

 

[oldestguy]

Same goes for holes thru the beam. Might not be exact but assuming the moment resistance is reduced some but still OK per the moment diagram. Shear probably no problem either. If this was a real problem out there, a lot of failures???? Nope.

 

[CANPRO]

I don't like it...the splice is closer to center than it has to be. If you have a 9' length and a 4' length to make the 13' - cut the 4' in half and center the 9' section on the beam. Check the bending and shear capacity of the 2 ply at the end.

 

[KootK]

Definitely two ply for me. Your splice is only 2.5 ft from midspan. You'd need a moment connection between plies at the splice in order to get the spliced lamination back into play. Even if you could pull it off, the fastening would be stupid.

 

[Woody1515]

Thanks everyone, I figured analyzing it as a 2PLY was the right move. KootK, what would that connection look like? A plate of some sort, or just a bunch of screws/nails?

 

[Ron247]

I would center the 3rd layer as CanPro suggests and not worry about the 2' on each end other than making sure they are present. Then check your shear and moment diagram. I would make the oddball layer the middle one. Placing fasteners on each side of the joints would make it a little like a moment connection due to the clamping force but not a lot. Make a computer model with 13 joints that are 1' apart. Run 2 layers through all joints and then make a 3rd layer that starts and stops 2' from the end to see the deflection estimate.