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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-B <br />Sheet no./rev. <br /> 2 <br />Calc. by <br />N.K <br />Date <br />15/11/2024 <br />Chk'd by Date App'd by Date <br />Nominal end post size;6'' x 4'' <br />Dressed end post size;5.5'' x 3.5'' <br />Cross-sectional area of end posts;Ae = 19.25 in2 <br />Hole diameter;Dia = 0.625 in <br />Net cross-sectional area of end posts;Aen = 15.812 in2 <br />Nominal collector size;2 x 2'' x 4'' <br />Dressed collector size;2 x 1.5'' x 3.5'' <br />Service condition;Dry <br />Temperature;100 degF or less <br />Anchor location ;Inside face <br />Anchor offset;eanchor = 0 in <br />Vertical anchor stiffness;ka = 48696 lb/in <br />From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2'' - 4'' thick) <br />Species, grade and size classification;Douglas Fir-Larch, no.2 grade, 2'' & wider <br />Specific gravity;G = 0.50 <br />Tension parallel to grain;Ft = 575 lb/in2 <br />Compression parallel to grain;Fc = 1350 lb/in2 <br />Compression perpendicular to grain;Fc_perp = 625 lb/in2 <br />Modulus of elasticity;E = 1600000 lb/in2 <br />Minimum modulus of elasticity;Emin = 580000 lb/in2 <br />Sheathing details <br />Sheathing material;15/32'' wood panel structural I 3-ply plywood sheathing <br />Fastener type;10d common nails at 2''centers <br />From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels <br />Nominal unit shear capacity;vn = 2435 plf  0.92 = 2240.2 lb/ft <br />Apparent shear wall shear stiffness;Ga = 28 kips/in <br />Loading details <br />Dead load acting on top of panel;D = 15.36 lb/ft <br />Floor live load acting on top of panel;Lf = 13.4 lb/ft <br />Roof live load acting on top of panel;Lr = 13.4 lb/ft <br />Self weight of panel;Swt = 18 lb/ft2 <br />In plane wind load acting at head of panel;W = 2000 lbs <br />Wind load serviceability factor ;fWserv = 0.60 <br />In plane seismic load acting at head of panel;Eq = 1928 lbs <br />Design spectral response accel. par., short periods;SDS = 1.036 <br />Chord forces from shear walls above <br />Chord Wch[i] (lbs)Eq_ch[i] (lbs)DC_ch[i] (lbs)DT_ch[i] (lbs)Lf_ch[i] (lbs)Lr_ch[i] (lbs)Sch[i] (lbs)Rch[i] (lbs) <br />Ch1;-506;-527;0;0;0;0;0;0; <br />Ch2;506;527;694;0;41;760;0;0; <br />Ch3;-460;-475;694;0;41;760;0;0; <br />Ch4;460;475;0;0;0;0;0;0; <br />From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations <br />Load combination no.1 ;D + 0.6W <br />Load combination no.2 ;D + 0.7E <br />Page 52 of 108 <br />1011 W Second St <br />5/1/2025