2677 N Main St - REV 3 - Plan - Laserfiche WebLink

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Job Name: Muller Santa Ana Job Number: 2021-SRS004 Date: 11/9/21 Connections at A3 thru A9, A12 thru A13, F5 thru F10 : See calculation C7 & C8 These connections use a mix of saddling the beam and bolting to the side of the column below. The worst loading condition occurs at F3 and A10: , ̗Tmax -12.7kip ̗Vmax 17.8 kip Brackets to the side of the column each take 1/4 of the tension load and the beam saddle takes 1/2 of it. The 4 bolts passing through the slab each take 1/4 of the shear. See Calculation C7. Attach brackets to side of column w/ (2) 7/8" dia F1554 Gr 55 w/ 8" embedment into the concrete column. See Calculation C8. The rods passing through the slab are capable of carrying the shear load. The saddle connection to the beam and side brackets to the column have been checked prior for higher loads that these columns experience. Enercalc Checks of Garage Components (See Appendix D) There are a number of connection types to the garage with differing existing conditions. The tensile capacity of the highest load member types has already been investigated in the previous section with checks of tensile rebar. That leaves us with investigating the shear transfer to the garage. At locations where the connection sits on the slab with a column below, the shear will transfer directly into the slab which will carry it to the shear walls. At C1 and D1, the saddle transfers shear directly into the shear walls below or the column below. The condition that is most important to further investigate is the connetion to columns that rise up above the deck. The following locations were investigated: Column A10: This column extends 3'-6" above the deck and experiences the highest shear reaction from the canopy at 17.8 kips. See calculation D1. Column C5: This column extends 13'-3" (the highest unsupported rise) above the deck, but carries a lesser load at 7 kips. See calculation D2. Page 5 2677 N Main St - 101110159-60 & 20175958-5902/07/23