RAM Connection module in STAAD.Pro 22.11.00.156
Assigning GussetBP to column web/brace joint. When calculating the beff parameter used in the column welds check, RAM is using the beff parameter calculated based on the length "L" from bolt to the tension interface yield line at 0.85*bf. beff=2*L
Base plate
Flexural yielding (bearing interface) [kip*ft/ft] 25.31 0.30 LC-2013-1 0.01 DG1 Eq. 3.3.13, DG1 Sec 3.1.2
fMn = f*Fy*tp2/4 = 0.9*50000 [lb/in2] *1.5 [in] 2/4 = 25.313 [kip*ft/ft] DG1 Eq. 3.3.13
m = m = 5 [in] DG1 Sec 3.1.2
n = n = 4.25 [in] DG1 Sec 3.1.2
Mpl = max(MpM, MpN) = max(0.304 [kip*ft/ft] , 0 [kip*ft/ft] ) = 0.304 [kip*ft/ft]
Flexural yielding (tension interface) [kip*ft/ft] 25.31 8.30 LC-2046-3 0.33 DG1 Eq. 3.3.13
MpT = Mstrip/Beff = 1.079 [kip*ft] /1.56 [in] = 8.296 [kip*ft/ft]
Column
Weld capacity [kip/in] 12.53 10.64 LC-2046-3 0.85 p. 8-9, Sec. J2.5, Sec. J2.4, DG1 p. 35
LoadAngleFactor = 1 + 0.5*(sin(q))1.5 = 1 + 0.5*(sin(1.571))1.5 = 1.5 p. 8-9
Fw = 0.6*FEXX*LoadAngleFactor = 0.6*70000 [lb/in2] *1.5 = 63000 [lb/in2] Sec. J2.5
Aw = (2)1/2/2*D/16 [in] *L = (2)1/2/2*6/16 [in] *1 [in] = 0.265 [in2] Sec. J2.4
fRw = f*Fw*Aw/L = 0.75*63000 [lb/in2] *0.265 [in2] /1 [in] = 12.529 [kip/in]
beff = 2*L = 2*0.78 [in] = 1.56 [in] DG1 p. 35
Maximum weld load = T/beff = 16.593 [kip] /1.56 [in] = 10.636 [kip/in]
This beff is also used to determine ultimate bending moment MpT for flexural yielding of the base plate which is correct, but is it really appropriate for calculating maximum weld load T/beff?
I would think the maximum weld load should be calculated based on beff = (y-tw/2)*2 where y is the distance from anchor to CL column and tw is web thickness. This would match the AISC DG 1 calculation on page 35.
Can you send your file(s) or confirm the overall geometry? Also is this AISC 360-16 LRFD? I ask because my initial test using Ram Connection Stand-Alone version 13.08.00.246 and that code indicates a significantly larger beff used in the Column - Weld capacity check, but that could be due to differences in geometry or our versions.
Yes this is AISC 360-16 LRFD. Attached are the geometry and expanded results data files. I created this from an older preliminary file but the result is still the same for investigation.
DOCDOC
I made an example like yours, but the beff used in the column web calculation is larger. It's 2.78 inches in my case which is based on the distance to the nearer of the column web weld or flange weld from the bolt, and the distance to the flange here controls. I think it must be something that was addressed since the version of Connection imbedded in your version of STAAD. https://communities.bentley.com/cfs-file/__key/communityserver-discussions-components-files/5932/bpatens.rcnx