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Job Name: Muller Santa Ana Job Number: 2021-SRS004 Date: 11/9/21 will be used to embed bolts into the top of the column to resist shear, but anchor rods will drop down the side of the column and fasten below the tension tendons from the beams to resolve uplift. The worst-case shear loading at one of these anchor points is at C11: ̗Vmax 9.7kip See Calculation C3 for check of shear transfer. Use (4) 7/8" dia F1554 Gr 55 rods in HIT HY-200 epoxy with 8" embed. The worst-case uplift loading at one of these anchor points is at D5: , the connections to column will each take 1/2 of this load.̗Tmax -20.25 kip See Calculation C4 for check of tension transfer. Use (3) 7/8" dia F1554 Gr 55 rods in HIT HY-200 epoxy with 8" embed one each side of column. Connection at C6, C7 and C8: These connections use a combination of saddling the beam like at C12 and bolting to the column as in C5. Loads are similar to each of these. The shear is transferred to the column top just like at C5. Connections at C1 and D1: See Calculation C5 These saddle connections attach to a 12" thick shear wall. This saddle will wrap around the two sides of the wall with through bolts through the wall. Use (4) 7/8" diameter F1554 Gr 55 rods. Connection at B2: See Calculation C6 This saddle connection attaches to a column that rises above deck. This saddle will wrap around the two sides of the column with (3) 1" diameter F1554 Gr 55 rods embeded 8" in HIT HY-200. This connection shows failure in shear breakout, but the shear in this case is running parallel to the tension rebar in the concrete column. This column has 4-#11 and 6-#8 bars spread out in it. A single #8 bar in tension can carry the load transferred from the connection. Page 4 2677 N Main St - 101110159-60 & 20175958-5902/07/23