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.