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2) Plywood, thickness 1 = 5/8 in. <br />Allowable Stresses, 4 = 1660 psi <br />modulus of elasticity, E = 18000 Ksi .. <br />3) Rivets 0 1/4 in.,ultimate shear capacity <br />P = 525 lbs ***./ <br />1 - GRAVTTY LOADS <br />Dead load - 3 psf <br />Live load considered at 125 psf based on the U.B.C. (1993) for stage area and closedplatforms. 0/ <br />Analysis for Member C.D (Fig. 1)/Vt j6 2/3 1.1 \The following analysis is presented for member C-D since it controls the load carrying capacity ofthepanel. <br />Load W =4x128 x4 -1024 Ib. <br />Shear V = 512 lb. ..-·Gie <br />M = 8208 tb.in. <br />DESIGN 94 Section an-cmgement as in Fig. Za <br />This arrangement is suggested for the second phase of building the panels. <br />Assume effective width t - 12 x 1800/10000 ,,= <br />= 2.16 in. <br />Area of effective wood <br />Area of aluminum <br />EccentIicity eEffective inertia I <br />= 1.35 in.2 ;p .-3 <br />= 0.61 in.2 <br />= 2.75 in. <br />= 2.168 in.4 <br />£; = 8.21 x 2.75 = 10.41 ksi, accoidsgly safety factor, S.F. = 3.34,2.168 <br />'f' ' i'' <br />i