沈银澜等：交叉层积木数值模拟研究以及连接损伤分析 ·157 平均损伤值为0.588，最大承载力时的平均损伤值为 ] Ceccotti A,Follesa M,Kawai N,et al.Which seismic behaviour 0.844,极限位移时的平均损伤值为0.999，其平均值 factor for multi-storey buildings made of cross-aminated wooden 在合理范围内，标准差较小.计算出的损伤因子D对 panels//Proceedings of 39th CIB W18 Meeting.Florence,2006 8] Ceccotti A,Sandhaas C,Yasumura M.Seismic behaviour of mul- 应的损伤程度基本符合试验规律，计算结果离散程度 tistory cross-aminated timber buildings /Proceedings of the Inter- 较低 national Convention of Society of Wood Science and Technology. 4结论 Geneva,2010 Park Y J,Ang A HS,Wen Y K.Seismic damage analysis of re- (1)通过连接试验以及数值模拟发现：交叉层积 inforced concrete buildings.J Struct Eng,1985,111 (4):740 木连接滞回曲线中的捏拢以及强度和刚度退化至失效 [10]Xue J Y,Zhang F L,Zhao H T,et al.Potential and energy dis- 是由于金属连接件带动紧固件群做整体运动产生塑性 sipation-based seismic damage evaluation of ancient timber struc- ture.J Build Struct,2012,33(8):127 变形，使得紧固件与交叉层积木接触介质之间形成逐 (薛建阳，张风亮，赵鸿铁，等.古建筑木结构基于结构潜能 渐增大的孔隙，导致紧固件发生滑移拔出. 和能量耗散准则的地震破坏评估.建筑结构学报，2012,33 (2)Pinching4模型可以模拟复杂木节点连接的 (8):127) 捏拢现象以及刚度和强度退化，与连接试验结果吻合 01] van de Lindt J W.Damage-based seismic reliability concept for 较好，证明该模型模拟木节点连接性能的可行性和有 woodframe structures.J Struct Eng,2005,131 (4):668 12] 效性，同时也证明连接1是3种连接中延性最佳的 van de Lindt J W,Gupta R.Damage and damage prediction for wood shearwalls subjected to simulated carthquake loads.I 连接. Perform Constr Facil,2006,20(2):176 (3)根据对3种连接试验破坏全过程损伤程度的 [13]E2126-1 Stndard Test Methods for Cyclic (Reversed)Load Test 分析，将交叉层积木连接性能划分为5个水平（基本完 for Shear Resistance of Vertical Elements of the Lateral Force Resis- 好、轻度破坏、中度破坏、严重破坏和倒塌)，并给出了 ting Systems for Buildings.Washington,D C:ASTM Internation- 5个性能水平损伤指数的建议. al,2011 (4)计算了交叉层积木连接3种不同状态（连接 [4]Gatto K,Uang C M.Effects of loading protocol on the cyclie re- sponse of woodframe shearwalls.J Struct Eng,2003,129 (10): 屈服、最大承载力和极限位移)的损伤指数，基本符合 1384 试验规律，计算结果离散程度较低，证明了该损伤模型 [15]Krawinkler H,Parisi F,Ibarra L,et al.Derelopment of a Testing 的有效性 Protocol for Woodframe Structures.Richmond:CUREE Publica- tion,2001 参考文献 [16]Pang W,Rosowsky D,Pei S,et al.Evolutionary parameter hys- Wells M.Stadthaus,London:raising the bar for timber buildings teretic model for wood shear walls.J Struct Eng,2007,133 Proceedings of the ICE-Ciril Engineering,2011,164(3):122 (8):1118 2]Yates M,Linegar M,Dujic B.Design of an 8 storey residential [17]Folz B,Filiatrault A.Cyclic analysis of wood shear walls.J tower from KLH cross laminated solid timber panels //0hWorld Struct Eng,2001,127(4):433 Conference for Timber Engineering,Miyazaki,2008 18] Ceccotti A,Follesa M,Karacabeyli E.3D seismic analysis of B]Waugh A,Wells M,Lindegar M.Tall timber buildings:applica- multi-storey wood frame construction//World Conference on Tim- tion of solid timber constructions in multi-storey buildings//Inter- ber Engineering.Whistler Resort,BC,Canada,2000 national Convention of Society of Wood Science and Technology and 9] Xu J,Dolan J D.Development of nailed wood joint element in United Nations Economic Commission for Europe.Geneva,2010 ABAQUS.J Struct Eng,2009,135(8):968 4]Institute A N S.ANSI/APA PRG 320 Standard for Performance- 20]Mitra N.Pinching4 Model (OpenSees User Documetation)[EB! rated Cross-aminated Timber.APA-The Engineered Wood Asso- OL].University of Califomia (2012-05-10 2013-09-10]. ciation Press,2012 http://opensees.berkeley.edu/wiki/indexphp/Pinching4_Mate- [5]Crespell P,Gagnon S.Cross Laminated Timber:a Primer.Pointe- rial Claire,Quebec:FPInnovations,2010 21]Kratzig W,Meyer I,Meskouris K.Damage evolution in rein- Gagnon S,Pirvu C.CLT Handbook:Cross Laminated Timber. forced concrete members under cyclic loading /Structural Safety FPInnovations,2011 and Reliability,ASCE,1989:795沈银澜等: 交叉层积木数值模拟研究以及连接损伤分析 平均损伤值为 0. 588，最大承载力时的平均损伤值为 0. 844，极限位移时的平均损伤值为 0. 999，其平均值 在合理范围内，标准差较小． 计算出的损伤因子 D 对 应的损伤程度基本符合试验规律，计算结果离散程度 较低． 4 结论 ( 1) 通过连接试验以及数值模拟发现: 交叉层积 木连接滞回曲线中的捏拢以及强度和刚度退化至失效 是由于金属连接件带动紧固件群做整体运动产生塑性 变形，使得紧固件与交叉层积木接触介质之间形成逐 渐增大的孔隙，导致紧固件发生滑移拔出． ( 2) Pinching4 模型可以模拟复杂木节点连接的 捏拢现象以及刚度和强度退化，与连接试验结果吻合 较好，证明该模型模拟木节点连接性能的可行性和有 效性，同时也证明连接 1 是 3 种连接中延性最佳的 连接． ( 3) 根据对 3 种连接试验破坏全过程损伤程度的 分析，将交叉层积木连接性能划分为 5 个水平( 基本完 好、轻度破坏、中度破坏、严重破坏和倒塌) ，并给出了 5 个性能水平损伤指数的建议． ( 4) 计算了交叉层积木连接 3 种不同状态( 连接 屈服、最大承载力和极限位移) 的损伤指数，基本符合 试验规律，计算结果离散程度较低，证明了该损伤模型 的有效性． 参 考 文 献 ［1］ Wells M． Stadthaus，London: raising the bar for timber buildings． Proceedings of the ICE-Civil Engineering，2011，164( 3) : 122 ［2］ Yates M，Linegar M，Dujic B． Design of an 8 storey residential ˇ tower from KLH cross laminated solid timber panels / /10th World Conference for Timber Engineering，Miyazaki，2008 ［3］ Waugh A，Wells M，Lindegar M． Tall timber buildings: applica￾tion of solid timber constructions in multi-storey buildings / / Inter￾national Convention of Society of Wood Science and Technology and United Nations Economic Commission for Europe． Geneva，2010 ［4］ Institute A N S． ANSI /APA PＲG 320 Standard for Performance￾rated Cross-laminated Timber． APA--The Engineered Wood Asso￾ciation Press，2012 ［5］ Crespell P，Gagnon S． Cross Laminated Timber: a Primer． Pointe￾Claire，Quebec: FPInnovations，2010 ［6］ Gagnon S，Pirvu C． CLT Handbook: Cross Laminated Timber． FPInnovations，2011 ［7］ 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 ［8］ 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． Geneva，2010 ［9］ Park Y J，Ang A H S，Wen Y K． Seismic damage analysis of re￾inforced concrete buildings． J Struct Eng，1985，111( 4) : 740 ［10］ Xue J Y，Zhang F L，Zhao H T，et al． Potential and energy dis￾sipation-based seismic damage evaluation of ancient timber struc￾ture． J Build Struct，2012，33( 8) : 127 ( 薛建阳，张风亮，赵鸿铁，等． 古建筑木结构基于结构潜能 和能量耗散准则的地震破坏评估． 建筑结构学报，2012，33 ( 8) : 127) ［11］ van de Lindt J W． Damage-based seismic reliability concept for woodframe structures． J Struct Eng，2005，131( 4) : 668 ［12］ van de Lindt J W，Gupta Ｒ． Damage and damage prediction for wood shearwalls subjected to simulated earthquake loads． J Perform Constr Facil，2006，20( 2) : 176 ［13］ E2126-11 Standard Test Methods for Cyclic ( Ｒeversed) Load Test for Shear Ｒesistance of Vertical Elements of the Lateral Force Ｒesis￾ting Systems for Buildings． Washington，D C: ASTM Internation￾al，2011 ［14］ Gatto K，Uang C M． Effects of loading protocol on the cyclic re￾sponse of woodframe shearwalls． J Struct Eng，2003，129( 10) : 1384 ［15］ Krawinkler H，Parisi F，Ibarra L，et al． Development of a Testing Protocol for Woodframe Structures． Ｒichmond: CUＲEE Publica￾tion，2001 ［16］ Pang W，Ｒosowsky D，Pei S，et al． Evolutionary parameter hys￾teretic model for wood shear walls． J Struct Eng，2007，133 ( 8) : 1118 ［17］ Folz B，Filiatrault A． Cyclic analysis of wood shear walls． J Struct Eng，2001，127( 4) : 433 ［18］ Ceccotti A，Follesa M，Karacabeyli E． 3D seismic analysis of multi-storey wood frame construction / / World Conference on Tim￾ber Engineering． Whistler Ｒesort，BC，Canada，2000 ［19］ Xu J，Dolan J D． Development of nailed wood joint element in ABAQUS． J Struct Eng，2009，135( 8) : 968 ［20］ Mitra N． Pinching4 Model ( OpenSees User Documetation) ［EB / OL］． University of California ( 2012--05--10) ［2013--09--10］． http: / /opensees． berkeley． edu /wiki /indexphp /Pinching4_Mate￾rial ［21］ Krtzig W，Meyer I，Meskouris K． Damage evolution in rein￾forced concrete members under cyclic loading / / Structural Safety and Ｒeliability，ASCE，1989: 795 · 751 ·