Wood-screw shearwall (WSS) is generally considered to have limited ductility under seismic load. Conservatively, minimum ductility-related force-modification factor, R_d, of 1.0 and over-strength related force-modification factor, R_o, of 1.3 are used in the National Building Code of Canada for seismic design. In this study, the structural performance of WSS’s with different thicknesses of wood-based panels and sizes of wood screws was investigated by conducting monotonic and cyclic loading tests. The combined force-modification factor R_dR_o was estimated based on shearwall test results. To verify the estimated modification factors, mid-rise light wood-frame buildings (LWFBs) with different numbers of storeys, wall aspect ratios, magnitudes of gravity and diaphragm flexibilities were designed and analysed numerically. Nonlinear dynamic analyses were performed with 22 scaled Far-Field earthquake time-history records. The seismic response of the mid-rise LWFBs with WSS’s under design hazard level met the design criteria of strength and deformation, and the collapse margin ratios obtained by using a simplified FEMA P695 method complied with the requirements. The study indicates that it is appropriate to use an R_d factor of 1.5 and an R_o factor of 1.7 for seismic design of WSS’s.

通常认为木螺钉剪力墙（WSS）在地震荷载下具有有限的延展性。保守地，加拿大国家建筑规范使用最小延展性相关的力修正系数R _d为1.0，超强度相关的力修正系数R _o为1.3。在这项研究中，通过进行单调和循环载荷测试，研究了不同厚度的人造板和木螺钉尺寸的WSS的结构性能。组合力修正系数R _d R _o是根据剪力墙测试结果估算的。为了验证估计的修改因子，设计并数值分析了具有不同层数，墙长宽比，重力大小和隔板挠度的中层轻型木结构建筑（LWFB）。非线性动态分析使用22个规模化的远场地震时程记录进行。在设计危险等级下，具有WSS的中高层LWFB的地震响应符合强度和变形的设计标准，并且使用简化的FEMA P695方法获得的塌陷裕度比符合要求。研究表明，在WSS的抗震设计中，使用R _d因子1.5和R _o因子1.7是适当的。