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GRID ANALYSIS (G) <br />DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) <br />Δ = ΔBending + ΔShear + ΔNail slip + ΔFastener slip = 8vbh3 + vbh + 0.75hen + hda <br /> EALw Gt Lw <br />E =1.7E+06 psi en =0.010 in (TABLE 2305-.2.2(1)) <br />A =12.25 in2 da =0.15 in <br />Gt =35000 psi Lw = WALL WIDTH (ft) <br />(TABLE 2305-.2.2(2))h = WALL HEIGHT (ft) <br />Vb = MAX STRENGHT DESIGN SHEAR VALUE (lb/ft) = F*1.4/Lw <br />hsx = STORY HEIGHT BELOW LEVEL X <br />MAXIMUM SHEAR WALL DISPLACEMENT Δa= 0.025hsx <br />(ASCE TABLE 12.12-1) <br />1- STORY BUILDING <br />(ASCE7-16 SEC. 12.8.6) <br />δx =Cdδxe/I (δxe = Δ) <br />Where:δx (Max. Amplified Displacement) <br />δxe (The Deflections determined by an Elastic Analysis) <br />Cd = 4 (for light framed walls sheathed with wood structural panels) - (ASCE7-16 table 12.2-1) <br />I = 1 (importance factor) - (ASCE7-16 SEC 11.5.1) <br />ROOF <br />WALL Vb(lb)Lw (ft)F (lb/ft)h (ft)δxe (in)δx (in)Δa (in)STATUS <br />1 590 4 207 8 0.42 1.67 2.40 OK <br />2 3904 12 455 8 0.27 1.09 2.40 OK <br />A 627 4 219 8 0.42 1.68 2.40 OK <br />B 627 4 219 8 0.42 1.68 2.40 OK <br />Max story drift roof level = 1.68 in <br />MAX Allow. drift Δa (roof) = 2.4 in <br />G2 <br />1311 N Towner St <br />9/24/2024