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Project Name:Samueli Academy-Bldg BEngineer:Elie Sayegh, PE <br />Project No.:1074220072 Date: <br />Pane Type:OSB <br />Panel Span Rating:32/16 <br />Struct I:YES <br />Panel Width:4 ft <br />Clear Span:22.5 in <br />Span Direction:Parallel to strong Axis <br /># of Spans:2 qty <br />Bearing Width:1.5 in <br />FbS ǁ: 445 lbf-in / ft of width Fv ǁ: 180 lbf/in of panel length <br />Struc I Multiplier: 1 Struc I Multiplier: 1 <br />FbS ꓕ: 165 lbf-in / ft of width Fv ꓕ: 180 lbf/in of panel length <br />Struc I Multiplier: 1.5 Struc I Multiplier: 1 <br />Cd:1.6 NDS Duration Factor, See NDS Section 2.3.2 <br />Max. Moment M:0.184 k-ft Based on proceeding D.1 calculation <br />Ma: 0.237 k-ft Allowable Moment = Panel Width (ft) x FbS (lb-in) / 12 / 1000 ) * Cd <br />DCR: 78% <br />Load Brg. Length:4.84 in <br />Legs:2 <br />Total Length:9.68 in <br />Max. Shear V:0.442 kips Based on proceeding D.2 calculation <br />Va: 1.742 kips <br />DCR: 25% <br />Max computed shear is encountered when base falls over intermediate sub-perlin with racking legs straddling the <br />purlin. See proceeding D.2 calculation <br />Therefore Panel Bending is Acceptable <br />Therefore Panel Bending is Acceptable <br />1/10/2023 <br />D. Roof Sheathing Check <br />Geometry <br />Panel Characteristics Per NDS/AWC <br />Panel Bending Strength, AWC Manual Table M9.2-1 Panel Shear Strength, AWC Manual Table M9.2-4 <br />Panel Bending Check: <br />Panel Shear Check: <br />Sheathing & Panel orientations are parallel. Sheathing spans in the E-W direction between RT spaced @ 24" o.c. (see <br />plans). PV support (group of 3 supports) are spaced at 41.34" & 49.09" o.c. alternating in the E-W direction & the <br />supports are spaced at ~40"/47"/40" o.c. in the N-S direction. Each support consist of 2 legs. Maximum computed <br />moment is encountered when one of the base leg(s) falls at mid-span of a 2' bay. <br />P-16 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024