The shear check for the anchor rods is showing a value of 5.5 kips for each anchor and since there are 4 anchors on the base plate this equates to 22 kips which is the greatest positive shear from the load combinations. There is however a bigger shear in the anchor rods but is negative due to the load combinations at 43.8 kips which would equate to 10.95 kips per anchor. Is this an oversight by RAM Connection to not also check the biggest negative shear?
Pinned Base Plate, or Moment BP or Gusset BP? AISC 360-16 with ACI 318-11? In some of the anchor checks we are looking at the interaction of shear and tension, so if the combination with greater shear does not haven any tension that might be a factor.
This is a gusset BP with AISC 360-16 and ACI 318-11. This column is near the middle of the building with substantial load on it so there is no tension. I included the friction between base plate and support in the design. The highest shear does correlate with a large axial load so is shear not checked if the friction is value is bigger than the shear? This shear check seems to not account for the friction between the baseplate and support. Does the program neglect the friction entirely if the friction value is not large enough to resist the entire shear?
Check this prior post for some details: https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/187432/base-plate-shear-value/550564#550564 When you include friction, and check the option to "Include anchor contribution to friction resistance", that does not change the demand on the anchors (which is still the net shear/number of anchors), but it impacts the anchor shear capacity. The help is short but confirms:
This option considers the friction resistance contribution to the anchor shear resistance. The total friction between the base plate and the concrete support is calculated and distributed between all anchors. This option is only enabled if the main Include friction between base plate and support option has been selected.