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Shear Capacity <br />n PLY <br />5/16'' 6d <br />vn nominal unit shear capacity common framing @ adjoining panel edges <br />Cub unblocked shearwall adjustment factor per Table 4.3.3.2 <br />CARF aspect ratio factor (determined instead by reducing ΣLᵢ per 4.3.3.4) <br />D LRFD reduction factor for seismic design <br />DVn ≥ V ∴ OK <br />Rim Joist Connection To Top Plate: <br />A34 Framing Angles <br />Z ea. <br />Z'≥ V ∴ OK <br />Bottom Sill Plate Connection To Rim Joist: <br />TE <br />T → net tension force required for perforated shearwalls (4.3.6.4.2.1) <br />1/2"ø Lag Screws p <br />nscrew <br />Z W D3 <br />Z'≥ V ∴ OK <br />W'p ≥ T ∴ OK <br />Combined Lateral and Withdrawal Loads = Atan(T/V) <br />Z' <br />≥ V ∴ OK <br />Bottom Sill Plate Connection To Concrete Foundation: <br />1/2''ø A307 Anchor Bolts <br />nbolt <br />hef anchor bolt embedment < 7'' <br />cac anchor bolt edge distance <br />2x sill plate with Abrg <br />Shear capacity: <br />V/nbolt <br />Z CΔ <br />Z'≥ V/nbolt ∴ OK <br />sVn ≥ V/nbolt ∴ OK <br />Tension capacity: <br />T/nbolt <br />F'cp ≥ T/nbolt ∴ OK <br />tTn ≥ T/nbolt ∴ OK <br />=DnCubCARFvnbi <br />= 0.50 <br /> w/ 2x <br />= KFZCΔ <br />@ 216.0'' O.C. <br />= KFFcpCbAbrg <br />FyAs = 6,362 lbs <br />= 7,594 lbs <br />= 0.8 <br />Sheathing <br />= 390 lbs <br />@ 48.0'' O.C. <br />= 650 lbs <br />= 505 plf <br />= 1,705 lbs <br />= 3,030 lbs <br />= 5,050 lbs <br />= KFZ(L/s+1) <br />= -53 lbs <br />= 48 lbs <br /> 3"x3"x0.229" washers <br />= 378 lbs/in <br />@ 6'' O.C. <br />= 1,403 lbs <br />= 3,710 lbs <br />= 395 lbs <br />= 8.08 in² <br />= 0.5 in <br />= 3,059 lbs <br />= 48.2° <br />→ use (6) screws <br />Per CBC 1905.1.8 → where anchor bolt diameter > ⅝'', or embedment < 7'', or edge distance < 1¾'' then connection to concrete <br />foundations must be calculated using ACI 318 Chapter 17 <br />= 1.0 <br />= 1 side(s) sheathed <br />= KFWpnscrew <br />= -VL'/bi <br />= W'p)Z'/((W'p)cos2+ Z'sin2) <br />= L'/s + 1 = 5.19 <br />= -318 lbs <br />= KFZCpCΔnscrew <br />= -318 lbs <br />(100%) <br />@ 48.0'' O.C. = 5'' <br />= PD + TE <br />FyAs <br />= 12'' <br />Wood Structural Panels <br />= L'/s + 1 = 5.19 → use (6) bolts <br />= 3,817 lbs <br />= 1.0 <br />= 3'' <br />ADU 1123 Magnolia Ave. <br />Proj. No. 16113.00 09/30/24 <br />22 <br />1123 S Magnolia Ave <br />Unit# 22/19/2025