Moment at end of beam are 14132 Kip-in ( 1177 Kip-ft) when I design connection they moment considered are 1075.5 Kip-in (89.63 Kip-ft). why moment and forces are taken less then actual in Ram connection. Screenshot are attached.

Working on a steel project in which we're using CoreBrace BRBFs for a portion of our lateral system. We've gone through the first part of our lateral analysis and have received a table of values (including overstrength parameters) back from CoreBrace…

I'm currently getting a tension rupture failure at the brace-to-gusset weld in RAM Connection. My weld is 6" long, and I'm using an HSS6x6x3/16 brace. My hand calcs are giving me a U=0.625, however the program is incorrectly assuming a 3" long weld rather…

I am checking a section for flexural rupture [AISC (9-4)] and I am coming up with a different net plastic section modulus than what RAM Connection shows. I believe RAM is taking the gross plastic section modulus and subtracting out the sections of the…

Does Ram Connection support BS EN 1993-1-1:2005, AS 4100-1998, CSA S16-14 and now? If not, when is it going to support thees codes?

I completed a design in Ram SS and am now in the process of designing the connections. Everything converted into RAM connection but when the program designs the connections, the load combinations are all showing up as 0.00. Does anyone…

When checking the Seismic Provisions option in a CBB Connection the demand in the results output is 0 for all brace-gusset, gusset-beam, and gusset-column interface limit state checks. Is there a patch or expected fix for this?

Where is the option for "Additional Vertical Load" on the vertical brace member? This was previously an option and allowed the use of Case 2 of the Uniform Force Method to reduce shear demand on the beam connection?

Hi there, I'm trying to design connections/base plates using RAM Connection V8i rev5.5. I'm using European Sections and seems that they are not compatible with the software, as I have changed my sections to British and works fine. Is there any solution…

I noticed in my model that it says several connections are OK, but then the unit ratio is up to 50% overstressed! Is this an adjustable setting or an error? The connections happen to be direct welded connections of WF beams to HSS columns if that helps…

I created a custom base plate connection and tried to apply it to a column base node and I got the following error: "[Error] No connections could be assigned to joint "Node(340) - Column(177)" [Information] Internal design error in the connection…