·1512· 工程科学学报，第37卷，第11期 (51.9kN)、连接3(46.1kN)和连接2(45.6kN):在 ] Gagnon S,Ciprian P.CLT Handbook:Cross-aminated Timber 低周循环加载下，其承载能力从大到小依次为连接3 FPInnovations,2011 (50.4kN)、连接1(46.7kN)和连接2(46.4kN).同 ] Ceccotti A,Follesa M,Kawai N.et al.Which seismic behaviour factor for multi-storey buildings made of cross-aminated wooden 样连接1在单调加载和滞回加载过程中展现了突出的 panels /Proceedings of 39th CIB W18 Meeting.Florence,2006: 延性能力，延性系数分别达到6.40和4.84，而连接2 和3的延性系数在3.5左右. 9]Ceccotti A,Sandhaas C,Yasumura M.Seismic behaviour of mul- 综上所述，由金属连接件A和B组成的连接在顺 tistory cross-aminated timber buildings//Proceedings of the Inter- 纹和逆方向刚度分配相对均匀，可以作为交叉层积木 national Conrention of Society of Wood Science and Technology and 剪力墙连接：由连接件A构成的连接1在延性和承载 United Nations Economic Commission for Europe-Timber Commit- 能力上是7种连接中最优的连接：而金属连接件C虽 tee.Geneva,2010 [io] 然在顺纹方向有较强的承载能力，但是在横纹方向上， De Normalisation CE.Design of Structures for Earthquake Resist- ance:Part 1.General Rules,Seismic Actions and Rules for Build- 从外形看腰部过窄形成薄弱面，同时锚固螺栓孔的纵 ings.Eurocode 8,EN 1998:2004 向分布并不能提供较大的锚固能力 [11]Dujic B,Strus K,Zarnic R,et al.Prediction of dynamic re- 4结论 sponse of a 7storey massive XLam wooden building tested on a shaking table /World Conference on Timber Engineering.Riva (1)在交叉层积木试块不变的情况下，紧固件的 del Gara,2010:20 02] 尺寸规格、分布范围以及配比数量，金属件对基础的锚 Buchanan A H.Developments in design of wood structures for earthquake resistance /4th Canadian Conference on Earthquake 固能力以及金属件的尺寸规格对连接的力学性能影响 Engineering.Vancouver,1983 很大. 03] Leijten AM.Densified Veneer Wood Reinforeed Timber Joints ith (2)连接试验中紧固件全部被滑移拔出的失效模 Expanded Tube Fasteners.Def:Delft University Press,1998 式为理想的延性破坏模式，在荷载一位移曲线中表现 ū41 Xian L.Study on the Peformance of Filler Wall Steel Frames 为从弹性阶段、塑性阶段到极限荷载，之后承载力下降 Construction Under load [Dissertation].Xi'an:Xi'an Universi- 直至破坏的完整曲线，滞回曲线表现出逐渐加剧的刚 ty of Science and Technology,2008 (洗兰.带填充墙的钢框架结构的受力性能分析[学位论 度退化、强度退化和捏拢现象 文].西安：西安科技大学，2008) (3)金属连接件A组成的连接1、2和3由于在顺 [15] Li G H,Yu Y Q,Gu Q.Finite element analysis for concrete in- 纹方向和横纹方向上都有相对高的刚度和强度，能够 filled steel frame.Sichuan Build Sci,2007,33(5):17 带动紧固件群做整体运动，提供较大的极限承载力；其 (李国华，郁银泉，顾强.钢框架内填混凝土培结构体系有 中连接1是7种连接在延性和承载能力方面最佳的 限元分析.四川建筑科学研究，2007,33(5)：17) 连接. 06] Shen W.Research on Stress performance of steel frame with Row- Soil Wall Infill [Dissertation].Xi'an:Xi'an University of Ar- chitecture and Technology,2012 参考文献 (申薇.生土填充墙钢框架结构受力性能研究[学位论文] Crespell P,Gagnon S.Cross Laminated Timber:a Primer.Pointe- 西安：西安建筑科技大学，2012) Claire Quebec:FP Innovations,2010 [17]Blass H J,Fellmoser P.Design of solid wood panels with cross 2]Wells M.Stadthaus,London:raising the bar for timber buildings layers /8th World Conference on Timber Engineering.Lahti, Proceedings of the ICE-Civil Engineering,2011,164(3):122 2004:543 B] Yates M,Linegar M,Dujic B B.Design of an 8 storey Residential [18]De Normalisation C E.Design of Timber Structures:Part 14.Gener- Tower from KLH cross laminated solid timber panels /10th World al Rules and Rules for Buildings.Eurocode 5,EN 1995:203 Conference on Timber Engineering.Miyazaki,2008 ū9] Kreuzinger H.Platten,Scheiben und Schalen:Ein Berech- 4] Waugh A,Wells M,Lindegar M.Tall timber buildings:applica- nungsmodell fur gangige Statikprogramme.Bauen Hol,1999 tion of solid timber constructions in multi-storey buildings /Pro- (1):34 ceedings of the International Convention of Society of Wood Science 20] ASTM E2126-1 Standard Test Methods for Cyclic Rerersed) and Technology and United Nations Economic Commission for Eu- Load Test for Shear Resistance of Vertical Elements of the Lateral rope -Timber Committee.Geneva,2010 Force Resisting Systems for Buildings.Washington D C:ASTM, 5]Lehmann S.Developing a prefabricated low-arbon construction 2011 system using cross-aminated timber (CLT)panels for multi-story 21]Lam F,Prion H G L,He M.Lateral resistance of wood shear inner-city infill housing in Australia.Coll Publishing,2012,7 walls with large sheathing panels.J Struct Eng,1997,123 (3):131 (12):1666 [6 Standard for Performance-rated Cross-aminated Timber.APA-The 22]DIN EN 12512 Timber Structures-Test Methods-Cydlie Testing of Engineered Wood Association,2012 Joints Made with Mechanical Fasteners.Berlin:Beuth Verlag,2001工程科学学报，第 37 卷，第 11 期 ( 51. 9 kN) 、连接 3 ( 46. 1 kN) 和连接 2 ( 45. 6 kN) ; 在 低周循环加载下，其承载能力从大到小依次为连接 3 ( 50. 4 kN) 、连接 1 ( 46. 7 kN) 和连接 2 ( 46. 4 kN) ． 同 样连接 1 在单调加载和滞回加载过程中展现了突出的 延性能力，延性系数分别达到 6. 40 和 4. 84，而连接 2 和 3 的延性系数在 3. 5 左右． 综上所述，由金属连接件 A 和 B 组成的连接在顺 纹和逆方向刚度分配相对均匀，可以作为交叉层积木 剪力墙连接; 由连接件 A 构成的连接 1 在延性和承载 能力上是 7 种连接中最优的连接; 而金属连接件 C 虽 然在顺纹方向有较强的承载能力，但是在横纹方向上， 从外形看腰部过窄形成薄弱面，同时锚固螺栓孔的纵 向分布并不能提供较大的锚固能力． 4 结论 ( 1) 在交叉层积木试块不变的情况下，紧固件的 尺寸规格、分布范围以及配比数量，金属件对基础的锚 固能力以及金属件的尺寸规格对连接的力学性能影响 很大． ( 2) 连接试验中紧固件全部被滑移拔出的失效模 式为理想的延性破坏模式，在荷载--位移曲线中表现 为从弹性阶段、塑性阶段到极限荷载，之后承载力下降 直至破坏的完整曲线，滞回曲线表现出逐渐加剧的刚 度退化、强度退化和捏拢现象． ( 3) 金属连接件 A 组成的连接 1、2 和 3 由于在顺 纹方向和横纹方向上都有相对高的刚度和强度，能够 带动紧固件群做整体运动，提供较大的极限承载力; 其 中连接 1 是 7 种连接在延性和承载能力方面最佳的 连接． 参 考 文 献 ［1］ Crespell P，Gagnon S． Cross Laminated Timber: a Primer． Pointe￾Claire Quebec: FP Innovations，2010 ［2］ Wells M． Stadthaus，London: raising the bar for timber buildings． Proceedings of the ICE-Civil Engineering，2011，164( 3) : 122 ［3］ Yates M，Linegar M，Dujic B B． Design of an 8 storey Ｒesidential ˇ Tower from KLH cross laminated solid timber panels / / 10th World Conference on Timber Engineering． Miyazaki，2008 ［4］ Waugh A，Wells M，Lindegar M． Tall timber buildings: applica￾tion of solid timber constructions in multi-storey buildings / / Pro￾ceedings of the International Convention of Society of Wood Science and Technology and United Nations Economic Commission for Eu￾rope --Timber Committee． Geneva，2010 ［5］ Lehmann S． Developing a prefabricated low-carbon construction system using cross-laminated timber ( CLT) panels for multi-story inner-city infill housing in Australia． Coll Publishing，2012，7 ( 3) : 131 ［6］ Standard for Performance-rated Cross-laminated Timber． APA-The Engineered Wood Association，2012 ［7］ Gagnon S，Ciprian P． CLT Handbook: Cross-laminated Timber． FPInnovations，2011 ［8］ Ceccotti A，Follesa M，Kawai N，et al． Which seismic behaviour factor for multi-storey buildings made of cross-laminated wooden panels / / Proceedings of 39th CIB W18 Meeting． Florence，2006: 4 ［9］ Ceccotti A，Sandhaas C，Yasumura M． Seismic behaviour of mul￾tistory cross-laminated timber buildings / / Proceedings of the Inter￾national Convention of Society of Wood Science and Technology and United Nations Economic Commission for Europe --Timber Commit￾tee． Geneva，2010 ［10］ De Normalisation C E． Design of Structures for Earthquake Ｒesist￾ance: Part 1． General Ｒules，Seismic Actions and Ｒules for Build￾ings． Eurocode 8，EN 1998-1: 2004 ［11］ Dujic B，Strus K，Zarnic Ｒ，et al． Prediction of dynamic re￾sponse of a 7-storey massive XLam wooden building tested on a shaking table / / World Conference on Timber Engineering，Ｒiva del Gara，2010: 20 ［12］ Buchanan A H． Developments in design of wood structures for earthquake resistance / / 4th Canadian Conference on Earthquake Engineering． Vancouver，1983 ［13］ Leijten A J M． Densified Veneer Wood Ｒeinforced Timber Joints with Expanded Tube Fasteners． Delft: Delft University Press，1998 ［14］ Xian L． Study on the Performance of Filler Wall Steel Frames Construction Under load［Dissertation］． Xi’an: Xi’an Universi￾ty of Science and Technology，2008 ( 冼兰． 带填充墙的钢框架结构的受力性能分析 ［学位论 文］． 西安: 西安科技大学，2008) ［15］ Li G H，Yu Y Q，Gu Q． Finite element analysis for concrete in￾filled steel frame． Sichuan Build Sci，2007，33( 5) : 17 ( 李国华，郁银泉，顾强． 钢框架内填混凝土墙结构体系有 限元分析． 四川建筑科学研究，2007，33( 5) : 17) ［16］ Shen W． Ｒesearch on Stress performance of steel frame with Ｒow￾Soil Wall Infill ［Dissertation］． Xi’an: Xi’an University of Ar￾chitecture and Technology，2012 ( 申薇． 生土填充墙钢框架结构受力性能研究［学位论文］． 西安: 西安建筑科技大学，2012) ［17］ Blass H J，Fellmoser P． Design of solid wood panels with cross layers / / 8th World Conference on Timber Engineering． Lahti， 2004: 543 ［18］ De Normalisation C E． Design of Timber Structures: Part 1-1． Gener￾al Ｒules and Ｒules for Buildings． Eurocode 5，EN 1995-1: 2003 ［19］ Kreuzinger H． Platten，Scheiben und Schalen: Ein Berech￾nungsmodell für gngige Statikprogramme． Bauen Holz，1999 ( 1) : 34 ［20］ ASTM E2126-11 Standard Test Methods for Cyclic ( Ｒeversed ) Load Test for Shear Ｒesistance of Vertical Elements of the Lateral Force Ｒesisting Systems for Buildings． Washington D C: ASTM， 2011 ［21］ Lam F，Prion H G L，He M． Lateral resistance of wood shear walls with large sheathing panels． J Struct Eng，1997，123 ( 12) : 1666 ［22］ DIN EN 12512 Timber Structures --Test Methods --Cyclic Testing of Joints Made with Mechanical Fasteners． Berlin: Beuth Verlag，2001 · 2151 ·