In AASHTO section 10.38.5.1, the value "S(sub)u," the ultimate strength of a shear connector, is given as a function of the stud diameter, f'c, and E of the concrete. Assuming 60ksi shear strength for the studs, and 150 pcf concrete, with 4000 psi concrete and above, the AASHTO calculation of Su exceeds the bolt shear strength of all diameter studs based on 60ksi x Ab. Does the 17th edition say to limit Su to the lower strength (I've got the 14th)? Won't most composite bridge decks use 4000 psi concrete or stronger?
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AASHTO shear stud design
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Apparently the TxDOT, FHWA, and DOT are working thru UT to determine if the shear stud requirements should be revised to resist only the applied load, and not to develop the full composite strength of the beam:
This, of course, does me little good for the exam coming up on the 29th. Any suggestions yet?
This, of course, does me little good for the exam coming up on the 29th. Any suggestions yet?
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