In the anchor bolt section of API-650, Section 5.12.13 requires design for three times the "seismic design uplift load per anchor", referencing Tb in 5.12.2. The Tb in turn is based on the uplift loads in Table 5.21.
In that table, there is a "Seismic Load" line and a "Design Pressure + Seismic" line.
Does the 3x requirement apply just to the first of those, or to either?
(Logically, it should be 3 times the seismic component plus the pressure component, but that doesn't match either interpretation of the actual wording.)
And, a related question- is the shell allowable for this load case any higher than for the straight "seismic" load case in Table 5.21?
In that table, there is a "Seismic Load" line and a "Design Pressure + Seismic" line.
Does the 3x requirement apply just to the first of those, or to either?
(Logically, it should be 3 times the seismic component plus the pressure component, but that doesn't match either interpretation of the actual wording.)
And, a related question- is the shell allowable for this load case any higher than for the straight "seismic" load case in Table 5.21?
