Derivation of table 10-8 - AISC Manual
Derivation of table 10-8 - AISC Manual
(OP)
How are the values for Table 10-8 of AISC Manual derived? I have read the commentary before the Table that it used the elastic method to calculate those values. I have tried solving (posted below) but can't seem to get the values written on the Table. To be fair, I am not sure with the eccentricity to be used. Where did I go wrong?

Solution below is for L = 6 in, W = 4, weld size =1. ASD --

Solution below is for L = 6 in, W = 4, weld size =1. ASD --

RE: Derivation of table 10-8 - AISC Manual
Ian Riley, PE, SE
Professional Engineer (ME, NH, VT, CT, MA, FL) Structural Engineer (IL, HI)
American Concrete Industries https://americanconcrete.com/
RE: Derivation of table 10-8 - AISC Manual
Also the force P is assumed to act at 0.8W for the computation of the moment on the weld group, so the moment would be 0.8W * P.
RE: Derivation of table 10-8 - AISC Manual
RE: Derivation of table 10-8 - AISC Manual
1. Eccentricity is indeed at 0.8W, just like @sbisteel has said, which is also stated in the AISC Manual.
2. Horizontal welds with total length of 0.4L were not considered.
3. The part to be considered for the bending stress is the topmost part and not at the bottom.
Is there a reason why the eccentricity used is 0.8W? Also, why is the topmost part considered and not the bottommost (which has a higher stress than the top)?
RE: Derivation of table 10-8 - AISC Manual
I believe the idea behind the 0.8W eccentricity is that as a simply supported beam deflects, the end closest to the column will want to lift off of the seat, pushing the bearing stresses out towards the end of the connection.
RE: Derivation of table 10-8 - AISC Manual
RE: Derivation of table 10-8 - AISC Manual