Co Vol l,Hoom.Den am. APPENDIX II.NOTATION The following symbols are used in this paper area of opening (m) 1985 110.227 1 二of (/m) ram mec管8表47Khp P 10 P=predicted maximum load carrying capacity of shear ing-free ratio or sh on,W..(1978)."R 04(7)1- f(Nm). wall analysis.' wall at maximum load (mm) sponse of timber shear =nominal yield displacement (mm) 18/JOURNAL OF STRUCTURAL ENGINEERING/JANUARY 1999 oaded 05 Jan 2009 to 222.66.175.206.Redistribution subiect to ASCE B 18 / JOURNAL OF STRUCTURAL ENGINEERING / JANUARY 1999 Karacabeyli, E. (1995). ‘‘Lateral resistance of nailed shear walls subjected to static and cyclic displacements.’’ Res. Rep. Presented at FPS 49th Annu. Meeting, Forintek Canada, Vancouver. Lam, F., Prion, H. G. L., and He, M. (1997). ‘‘Lateral resistance of wood shear walls with large sheathing panels.’’ J. Struct. Engrg., ASCE, 123(12), 1666–1673. Line, P., and Douglas, B. K. (1996). ‘‘Perforated shearwall design method.’’ Proc., Int. Wood Engrg. Conf., Vol. 2., Omnipress, Madison, Wisc., 345–349. Patton-Mallory, M., Wolfe, R. W., Soltis, L. A., and Gutkowski, R. M. (1985). ‘‘Light-frame shear wall length and opening effects.’’ J. Struct. Engrg., ASCE, 111(10), 2227–2239. Polensek, A. (1976). ‘‘Finite element analysis of wood-stud walls.’’ J. Struct. Engrg., ASCE, 102(7), 1317–1335. Rose, J. D., and Keith, E. L. (1996). ‘‘Wood structural panel shear walls with gypsum wallboard and window/door openings.’’ Res. Rep. 157, American Plywood Association, Tacoma, Wash. ‘‘Standard method of static load test for shear resistance of framed walls for buildings. ASTM standard E 564-76, 04.07, ASTM Philadelphia, Pa. (1991). Sugiyama, H. (1994). ‘‘Empirical equations for the estimation of racking strength of a plywood-sheathed shear wall with openings.’’ Summaries of Tech. Papers of Annu. Meeting, Architectural Institute of Japan, Ja￾pan. Tuomi, R. L., and McCutcheon, W. J. (1978). ‘‘Racking strength of light￾frame nailed walls.’’ J. Struct. Engrg., ASCE, 104(7), 1131–1140. White, M. W., and Dolan, J. D. (1995). ‘‘Nonlinear shear-wall analysis.’’ J. Struct. Engrg., ASCE, 121(11), 1629–1635. White, M. W., and Dolan, J. D. (1996). ‘‘Seismic response of timber shear walls.’’ Proc., Int. Wood Engrg. Conf., Vol. 2, SBI, Horsholm, Den￾mark, 329–336. APPENDIX II. NOTATION The following symbols are used in this paper: Ai = area of opening (m2 ); D = ductility ratio; F = shear load ratio; G9 = shear stiffness of shear wall (N/m); H = height of shear wall (m); L = length of shear wall (m); Li = length of opening-free wall segment (m); N = total number of nail connectors between panels and frame; Pmax = maximum load carrying capacity of shear wall (kN); Pmax(W.O.) = maximum capacity of a shear wall without openings (kN); Ppredict = predicted maximum load carrying capacity of shear wall with openings (kN); r = opening-free ratio or sheathing area ratio; Su = ultimate shear strength of shear wall (N/m); v = amplitude of cycle (mm); Du = displacement of shear wall at maximum load (mm); and Dyield = nominal yield displacement (mm). Downloaded 05 Jan 2009 to 222.66.175.206. Redistribution subject to ASCE license or copyright; see http://pubs.asce.org/copyright