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Net cross-sectional area of end posts Aen= 10.06 in 2 <br />Effective length for chord forces Beff= 12.56 ft <br />Service condition Dry <br />Temperature 10 0 degF or less <br />Anchor offset e=0 in <br />Anchor Location Inside face <br />Hold Down HDU2 <br />Vertical anchor stiffness Ka = 34091 lb/in <br />From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber <br />Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider <br />Specific gravity G = 0.5 <br />Tension parallel to grain F t=575 lb/in2 <br />Compression parallel to grain Fc=1350 lb/in2 <br />Compression perpendicular to grain F c_perp=625 lb/in2 <br />Modulus of elasticity E=1600000 lb/in 2 <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 nail at 6"centers <br />Shear capacity adjustment factor (eqn. 4.3 -6) Co=0.896551724137931 <br />From SDPWS Table 4.3A Nominal Unit Shear Capacities f or Wood-Frame Shear Walls - Wood-based Panels <br />Nominal unit shear capacity V n =950×0.92 =874 plf <br />Apparent shear wall shear stiffness G a=16 kips/in <br />Loading details <br />Dead load acting on top of panel DL = 93.6 lb/ft <br />Floor live load acting on top of panel LL = 88 lb/ft <br />Roof live load acting on top of panel Lr = 89.6 lb/ft <br />Self weight of panel Swt = 17 lb/ft 2 <br />In plane wind load acting at head of panel WL = 2800 lbs <br />Snow load acting on top of panel SL = 0 lb/ft <br />Rain load acting on top of panel RL = 0 lb/ft <br />Wind load serviceability factor fwserv = 0.45 <br />In plane seismic load acting at head of panel Eq = 2249 lbs <br />Design spectral response accel. par., short periods S DS ==1.032 <br />Page 40 of 213