AISC 13th Ed. Table 4-12 Eccentrically Loaded Single Angles
AISC 13th Ed. Table 4-12 Eccentrically Loaded Single Angles
(OP)
I have been looking into using table 4-12 in AISC 13th Ed. Does anyone use this? Seems a bit conservative but I would like to get other opinions. I have a truss modeled up using Risa. The diagonals in the truss are single angles. Taking member forces from my model I looked in table 4-12 to comply with 13th Ed., but According to the tables for eccentrically loaded single angles (which is what I would have) the sizes to satisfy these tables are about double the weight as what I would usually design with. I am just wondering if this would be overly conservative to figuire out axial load in angles and choose size from table 4-12? I am thinking we really are inbetween table values from 4-12 & 4-11 (Eccentrically & Concentrically loaded single angles).






RE: AISC 13th Ed. Table 4-12 Eccentrically Loaded Single Angles
RE: AISC 13th Ed. Table 4-12 Eccentrically Loaded Single Angles
I assume that E5 results should match up with table 4-12 but I haven't checked. Let us know what you find if you compare them.
RE: AISC 13th Ed. Table 4-12 Eccentrically Loaded Single Angles
As blackmaddog said, for eccentric axial load you can also use E5 to determine a modified effective length in lieu of using the combined axial/bending method. It is actually quite suprising how different the results can be (the E5 method seems to be much less conservative if applicable).
RE: AISC 13th Ed. Table 4-12 Eccentrically Loaded Single Angles
Thanks for the valuable information. This is exactly what I was looking for!!