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柳杉直交集成板之錨定接合強度性能探討
Investigation of the Strength Performance of Anchoring Connections for Japanese Cedar Cross-Laminated Timber
摘要
本研究利用國產柳杉製造異等級直交集成板，分別以不同數量自攻螺絲為扣件，配合A及B型兩種錨定連結件進行直交集成板之錨定接合，錨定方式又區分為直交集成板牆體與鋼製基礎之錨定，以及直交集成板與直交集成板樓板間之錨定兩種。直交集成板之錨定接合分別以拉伸及剪斷試驗探討對接合強度性能之影響。結果顯示在錨定拉伸抵抗性能方面，以A型錨定連結件錨定直交集成板牆體於鋼製基礎者，及B型錨定連結件錨定直交集成板牆體於直交集成板樓板者，均有較高之最大拉伸載重容量並介於142.3～176.1 kN。在初始剛性方面，則以錨定於鋼製基礎方式介於4.12～34.74 kN mm^(-1)，且高於錨定於直交集成板樓板基座方式。錨定於直交集成板樓板基座之接合部其能量散逸則約為錨定於鋼製基礎者之3倍。在錨定剪斷抵抗性能方面，以B型錨定連結件進行錨定接合者，其最大剪斷容量介於93.9～110.3 kN，並高於A型錨定連結件之接合。直交集成板錨定於鋼製基礎之初始剛性介於8.86～15.63kN mm^(-1)，並高於錨定於直交集成板樓板基座者。而錨定於直交集成板樓板基座之接合部能量散逸則約為錨定於鋼製基礎者之2倍。所開發之錨定連結件應用於柳杉直交集成板接合時，所推導之短期基準耐力多數是以降伏容量特性為其關鍵值。
並列摘要
Cross-laminated timber (CLT) of heterogeneous-grade construction was produced using Cryptomeria japonica plantation timber and then assembled with A- or B-type anchor connectors using different numbers of self-tapping screws (STSs) as fasteners forming CLT-anchor connections in this study. Two approaches of CLT-anchor connections were employed, i.e., anchoring the CLT wall element to a steel foundation and to a CLT flooring base. The CLT-anchor connections were then subjected to tensile and shearing tests to investigate the effects of the connections on the strength performance. In the case of the tensile resistance performance, results indicated that higher maximum tensile load capacities of 142.3~176.1 kN were found when CLT walls were connected to both the steel foundation with the A-type anchoring connector and to the CLT flooring base with the B-type anchoring connector. Values of the initial stiffness of the CLT wall anchored to a steel foundation were 4.12~34.74 kN mm^(-1) and were higher than cases of the CLT wall anchored to the CLT flooring base. Energy dissipation of the anchor connection measured from the CLT wall anchored to the CLT flooring base was 3-times that anchored to the steel foundation. In the case of the shear resistance performance, results indicated that maximum shear load capacities of 93.9~110.3 kN were obtained when CLT walls were fixed with the B-type anchor connector, which were higher than those with the A-type connector. Values of the initial stiffness of the CLT wall anchored to the steel foundation were 8.86~15.63 kN mm^(-1) and were stiffer than cases of the CLT wall anchored to the CLT flooring base. Energy dissipation of the anchor connection measured from the CLT wall anchored to the CLT flooring base was 2-times that anchored to the steel foundation. Derived short-term reference strength values were mostly based on the critical values of the yield capacity for the developed anchor connectors applied to Japanese cedar CLT connections.