I am not expecting anyone to pour through it but have attached it if it helps to see what I am doing. I have also attached the spreadsheet that I am working on. Can someone explain to me how to calculate this capacity? I would really appreciate any help. The allowable load capacity according to the SCM Table 10-1 is 67.1 kips. For this post let's say (4) rows 3/4" A325 bolts, threads included, standard sized holes, with 1/4" thick angles. For shear yielding of the angles I am using the information in Section G4 of the Specification. For bolt bearing/block shear rupture I am using equation J3-6a. So far I believe that my spreadsheet correctly calculates the bolt shear and shear rupture of the angles because it agrees with the tables when these modes govern. In the description of that table, it says that these tables check bolt shear, bolt bearing on the angles, shear yielding of the angles, shear rupture of the angles, and block shear rupture of the angles. I am making a simple spreadsheet that will calculate the capacity of a double angle bolted connection, similar to what is done in AISC SCM 14th ed., Table 10-1.
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