Does anyone know why the AASHTO LRFD 3rd Edition (PE Edition) Section 6.10.10.4.1 applies a load resistance factor of 0.85 to the value of a shear connector in composite steel design, while the AISC Section I5.3 (2nd edition, my 13th edition is at work) on page 6-214 says specifically that no factor is applied to shear connectors because the resistance factor associated with flexural strength "accounts for all sources of variability"?
Is AASHTO being overly conservative?
Is AASHTO being overly conservative?
