Evaluating existing 14-Bolt Moment Connection
Evaluating existing 14-Bolt Moment Connection
(OP)
I am working on a project in which we are increasing the loading on an existing PEMB. Significant retrofit of the framing will need to be completed to meet the required strength. By analysis we are increasing the moment at a particular connection by 15-20%. This connection, which can be seen in the attachment, is an extended end plate connection which has 14 bolts on the tension flange side and 4 on the compression flange side. I have evaluated the capacity of this connection by extrapolating the example of a 1/3 (1 row outside tension flange/3 rows inside tension flange) extended end plate in AISC DG 16. I am fairly confident in the method in which I have calculated the capacity. However, I am a little unsure of the validity of modifying the example to cover the case in question.
Does anyone have any literature on a connection similar to this or large moment connections like this in general? Anything from AISC would be great as we have full access to all of their literature. Also, I was doing some research on plate girder connections but couldn't find anything that really matched what I was looking for.
Thanks in advance for the help!
Does anyone have any literature on a connection similar to this or large moment connections like this in general? Anything from AISC would be great as we have full access to all of their literature. Also, I was doing some research on plate girder connections but couldn't find anything that really matched what I was looking for.
Thanks in advance for the help!






RE: Evaluating existing 14-Bolt Moment Connection
RE: Evaluating existing 14-Bolt Moment Connection
refer to SCI moment connections, they have it all. but once I tried to make a spreadsheet for End-plate moment connection it took almost 10 pages to make a general spreadsheet. Also refer to the EC3:1-8 it is the same as SCI
I have the two publications, but I don't know how to give it to you since it is forbidden to but the email in threads
RE: Evaluating existing 14-Bolt Moment Connection
RE: Evaluating existing 14-Bolt Moment Connection
To follow up, I basically started with the moment capacity of a 1/3 moment connection which is the largest detailed in DG-16. For those of you unfamiliar with DG-16 this means 1 row of bolts outside the tension flange and 3 rows inside the flange. By only using the bottom 4 rows of bolts I determined the bolt capacity of the connection to be slightly more than needed. I am unsure how the connection was designed as it was built in the early 90's but I feel confident that "neglecting" the top three rows of tension bolts is an accurate assumption to make.
RE: Evaluating existing 14-Bolt Moment Connection
RE: Evaluating existing 14-Bolt Moment Connection
RE: Evaluating existing 14-Bolt Moment Connection
Note that the highest loaded bolt pair in tension will be the pair at H1, given the general thicknesses indicated (see Figure 15 in the introduction section of Lecture 11.4.1).
Mark