Trying to derive table values also could provide a quality check for the engineers to ensure that they are applying provisions of the Specification properly. Obviously this could have real world consequences.
I know of instances where engineers have incorrectly assumed for decades that Manual tables checked things that they have never checked. Occasionally trying to derive table values at least on a somewhat random basis would go a long way towards avoiding such potential problems. Sometimes even when they do, they still are left with misconceptions about what the tables can and cannot be relied upon to do. Often engineers do not read the language that we provide to describe what is or is not considered in the tables. We get questions with some regularity involving misinterpretations of the tables. I am sort of surprised that engineers do not do this more often. We have received several questions from people trying to recreate the tables. I greatly appreciate it.ĪISC Steel Solutions - This seems to be a popular activity lately. Can you tell me where that number is coming from? What is the governing limit state? What equation in the Spec I should be looking at and maybe any other pertinent information about it. On page 10-21 of the SCM 14th edition it says the ASD capacity is 67.1 kips. Lets just take an example of (4) 3/4" A325 bolts in standard holes, threads included, in 1/4" thick angles. I also have an excessive bearing check and a shear yielding of the angles check but I think one of these aren't working properly because many times I do not get the correct capacity out of table 10-1. I have a bolt shear check and a shear rupture check for the angles that I believe are working correctly because when they govern my capacity agrees with that of the Table 10-1. Me - I am trying to make designing with steel easier for my firm and am making a spreadsheet that does basically what Table 10-1 in the SCM 14th edition does, get the capacity of an all bolted double angle connection (at least for the angles and bolts). I reached out to AISC solutions and they sent me this email (SPOILER ALERT: I was wrong in my previous post). RE: AISC SCM 14th ed., Table 10-1, All Bolted Double Angle Connections 271828 (Structural) 4 Sep 18 15:21 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. The most current printing of this publication is the fourth printing.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. The 14th edition, released in 2011, contains several updates and revisions from the 13th edtion, including the new HP18 and HP16 series, updated connection tables based on increased bolt shear strength values, revised single-plate and extended single-plate connection design procedures, enhanced prying action procedure, and a revised bracket plate design procedure.
This Manual is the 14th major update of the AISC Steel Construction Manual, which was first published in 1927. The 15th Edition Steel Construction Manual is available.