https://communities.bentley.com/members/3f9b0f63_2d00_50e8_2d00_40d8_2d00_acd4_2d00_57aadddd42a4Recent activity for people in Zachary Wagner's communityen-USTelligent Community 12https://communities.bentley.com/products/ram-staad/i/ram-connection/ram-connection-extended-shear-tabsTue, 31 Jan 2023 20:04:38 GMT6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:ee202164-1ccd-49df-ae77-7d2262a81bbbZachary Wagner<p>Hello,</p> <p>I am designing extended shear tab connections in RAM Connection, and am trying to understand/confirm the way the program is calculating the weld capacity on the support side of the plate. I understand that the minimum fillet weld size is determined as 5/8*tp in accordance with the AISC Manual, but I want to understand the further weld capacity checks RAM is running anyway. When pulling the C-values from AISC Tables 8-4 through 8-11, it appears that values are being used from conditions where a=0. Is this the appropriate table value to use? I understand the use of k=0 per the Tables&#39; special load case. But why would one not determine the value of &quot;a&quot; based on the load eccentricity and pull that C-value based on the calculated &quot;a&quot; and k=0? Additionally, when there is axial load present concurrently with the shear load on the connection, RAM appears to linearly interpolate between Tables based on the resultant load angle; but once again under conditions where a=0. Any clarity on these C-values for weld checks is greatly appreciated. Thanks!</p>https://communities.bentley.com/achievements/431b6499-29c0-4b75-9a11-0f8ab01b8e9bTue, 31 Jan 2023 20:04:38 GMT6dad98f5-dbc9-4c4d-a9ba-e9da8dc6aa8e:194a53fa-56fe-446e-8bdd-6507c1fe335bShare an idea with the community