C型木质薄壁结构材的轴压性能
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摘要
【目的】利用杨木单板制备C型木质薄壁结构材,研究其轴压性能及屈曲变形模式,为新型木质结构材在建筑工程领域的应用提供理论基础。【方法】借鉴冷弯薄壁型钢的截面形式,探讨组坯结构、玻璃纤维布(GFC)、卷边和厚度等因子对C型木质薄壁结构材短柱轴压性能的影响。【结果】顺纹单板组坯结构、表层横纹芯层顺纹单板组坯结构和顺纹横纹交错单板组坯结构的平均极限载荷分别为12.5、14.6和12.97 kN。GFC-杨木单板复合C型木质薄壁结构材试件截面的有效性整体较大,在46.46%～50.21%之间;表层GFC芯层顺纹单板组坯结构与表层横纹芯层顺纹单板组坯结构试件相比,用GFC代替横纹弯曲单板,平均截面面积减少26.90%,质量减少5.17%,而极限载荷提高8.63%。外转角表面贴GFC芯层顺纹单板组坯结构与表层GFC芯层顺纹单板组坯结构相比,极限载荷降低34.17%,且局部屈曲半波发生在翼缘和腹板的中间位置。表层GFC芯层顺纹单板组坯结构、表层GFC芯层顺纹单板组坯卷边宽度25 mm结构和表层GFC芯层顺纹单板组坯卷边宽度50 mm结构,对应实际极限承载力分别为15.86、16.76和18.98 kN。表层GFC芯层顺纹单板组坯卷边宽度50 mm结构与表层GFC芯层加厚顺纹单板组坯卷边宽度50 mm结构相比,芯层杨木单板组坯厚度增加从而截面面积增大52.96%,平均每米质量增加33.33%,极限载荷提高90.31%。【结论】C型木质薄壁结构材相同层数组坯时,表层横纹芯层顺纹单板组坯结构较顺纹单板组坯结构和顺纹横纹交错单板组坯结构合理,轴向承载性能好;用GFC代替横纹弯曲单板,可增强C型木质薄壁结构材轴向承载性能,表现出塑性破坏模式;仅对C型木质薄壁结构材外转角处表层局部粘贴GFC,不能提高无卷边的C型木质薄壁结构材的轴向承载性能。卷边对C型木质薄壁结构材轴向承载性能有强化作用,在0～50 mm卷边宽度范围内,试件轴向承载性能随卷边尺寸增大而增大。C型木质薄壁结构材芯层顺纹单板总厚度增加,C型材试件轴向承载能力也随着提高。
【Objective】 The use of poplar veneer for the preparation of Cee-sections thin-walled timber structure can be used to investigate its axial compression performance and buckling deformation mode to provide the basis for the use in architecture.【Method】 Based on the cross-sectional form of cold-formed thin-walled section steel, the impact of Cee-sections thin-walled timber structure of the assemble pattern, glass fiber cloth(GFC),curling, thickness and other factors on Cee-sections thin-walled timber structure short column axial compression properties can be explored.【Result】 The result showed that the average ultimate loads of assemble pattern along the grain of veneer, assemble pattern surface layer cross grain and core layer along the grain of veneer and assemble pattern grain staggered of veneer were 12.5,14.6 and 12.97 kN respectively. The section validity of the GFC-poplar veneer composite Cee-sections thin-walled timber structure specimen is large overall, ranging from 46.46% to 50.21%. Compared assemble pattern surface layer GFC and core layer along the grain of veneer with assemble pattern surface layer cross grain and core layer along the grain of veneer, when replaced the transverse bending veneer with GFC, the average cross-sectional area reduced by 26.90%,the mass reduced by 5.17%,but the limit load increased by 8.63%. Compared assemble pattern outer angular surface layer GFC and core layer along the grain of veneer with assemble pattern surface layer GFC and core layer along the grain of veneer,the limit load reduced by 34.17%,and the local buckling occurred at the middle of the flange and web. Assemble pattern surface layer GFC and core layer along the grain of veneer, lip width 25 mm assemble pattern surface layer GFC and core layer along the grain of veneer and lip width 50 mm assemble pattern surface layer GFC and core layer along the grain of veneer groups had the same assemble pattern and the lip dimension were respectively 0, 25 and 50 mm, corresponding to the actual ultimate bearing capacity were 15.86,16.76 and 18.98 kN. Compared with lip width 50 mm assemble pattern surface layer GFC and core layer along the grain of veneer, the thickness of the core layer of the lip width 50 mm assemble pattern surface layer GFC and core layer along the grain of thickening veneer group increased by 52.96%, the average weight per meter increased by 33.33%, and the ultimate load increased by 90.31%.【Conclusion】 Assemble pattern surface layer cross grain and core layer along the grain of veneer is more reasonable than assemble pattern along the grain of veneer and assemble pattern grain staggered of veneer in the same layer blank of Cee-sections thin-walled timber structure, and its axial bearing performance is good. When GFC is used instead of the striated curved veneer, the axial bearing capacity of Cee-sections thin-walled timber structure can be enhanced and the plasticity failure mode can be showed. Only partly pasting GFC on the surface corner of Cee-sections thin-walled timber structure can't improve the axial bearing performance of no curling Cee-sections thin-walled timber structure. The curl has a strengthening effect on the axial bearing capacity of Cee-sections thin-walled timber structure, and the axial bearing capacity of the specimen increases with the increase of curl size in the range of 0-50 mm lip width. With the increase of Cee-sections thin-walled timber structure core along the monolithic board thickness, C profile specimen axial load capacity also increased.
【Objective】 The use of poplar veneer for the preparation of Cee-sections thin-walled timber structure can be used to investigate its axial compression performance and buckling deformation mode to provide the basis for the use in architecture.【Method】 Based on the cross-sectional form of cold-formed thin-walled section steel, the impact of Cee-sections thin-walled timber structure of the assemble pattern, glass fiber cloth(GFC),curling, thickness and other factors on Cee-sections thin-walled timber structure short column axial compression properties can be explored.【Result】 The result showed that the average ultimate loads of assemble pattern along the grain of veneer, assemble pattern surface layer cross grain and core layer along the grain of veneer and assemble pattern grain staggered of veneer were 12.5,14.6 and 12.97 kN respectively. The section validity of the GFC-poplar veneer composite Cee-sections thin-walled timber structure specimen is large overall, ranging from 46.46% to 50.21%. Compared assemble pattern surface layer GFC and core layer along the grain of veneer with assemble pattern surface layer cross grain and core layer along the grain of veneer, when replaced the transverse bending veneer with GFC, the average cross-sectional area reduced by 26.90%,the mass reduced by 5.17%,but the limit load increased by 8.63%. Compared assemble pattern outer angular surface layer GFC and core layer along the grain of veneer with assemble pattern surface layer GFC and core layer along the grain of veneer,the limit load reduced by 34.17%,and the local buckling occurred at the middle of the flange and web. Assemble pattern surface layer GFC and core layer along the grain of veneer, lip width 25 mm assemble pattern surface layer GFC and core layer along the grain of veneer and lip width 50 mm assemble pattern surface layer GFC and core layer along the grain of veneer groups had the same assemble pattern and the lip dimension were respectively 0, 25 and 50 mm, corresponding to the actual ultimate bearing capacity were 15.86,16.76 and 18.98 kN. Compared with lip width 50 mm assemble pattern surface layer GFC and core layer along the grain of veneer, the thickness of the core layer of the lip width 50 mm assemble pattern surface layer GFC and core layer along the grain of thickening veneer group increased by 52.96%, the average weight per meter increased by 33.33%, and the ultimate load increased by 90.31%.【Conclusion】 Assemble pattern surface layer cross grain and core layer along the grain of veneer is more reasonable than assemble pattern along the grain of veneer and assemble pattern grain staggered of veneer in the same layer blank of Cee-sections thin-walled timber structure, and its axial bearing performance is good. When GFC is used instead of the striated curved veneer, the axial bearing capacity of Cee-sections thin-walled timber structure can be enhanced and the plasticity failure mode can be showed. Only partly pasting GFC on the surface corner of Cee-sections thin-walled timber structure can't improve the axial bearing performance of no curling Cee-sections thin-walled timber structure. The curl has a strengthening effect on the axial bearing capacity of Cee-sections thin-walled timber structure, and the axial bearing capacity of the specimen increases with the increase of curl size in the range of 0-50 mm lip width. With the increase of Cee-sections thin-walled timber structure core along the monolithic board thickness, C profile specimen axial load capacity also increased.
引文
包世华,周坚.2006.薄壁杆件结构力学.修订版.北京:中国建筑工业出版社.(Bao S H,Zhou J.2006.Thin-walled bar structural mechanics.Revised.Beijing:China Architecture & Building Press.[in Chinese])
陈永强,韩燕.2012.轴压冷弯C型钢构件的极限承载力分析.煤炭技术,31(9):18-19.(Chen Y Q,Han Y.2012.Analysis of ultimate capacity of cold-formed C steel member subjected to axial compression.Coal Technoloay,31(9):18-19.[in Chinese])
焦生留,惠颖.2011.冷弯薄壁槽钢轴压柱的卷边研究.钢结构,26(12):13-16.(Jiao S L,Xi Y.2011.Research on edge stiffeners for cold-formed channel columns under axial load.Steel Construction,26(12):13-16.[in Chinese])
舒赣平,郑宝锋,范圣刚,等.2013.不锈钢轴心受压柱弯曲屈曲承载力分析.建筑结构学报,34(11):116-122.(Shu G P,Zheng B F,Fan S G,et al.2013.Study on flexural stability of stainless steel columns under axial loading.Journal of Building Structures,34(11):116-122.[in Chinese])
孙国军.2015.C型冷弯薄壁钢构件的静、动态畸变屈曲机理研究.宁波:宁波大学硕士学位论文.(Sun G J.2015.Mechanism of the static and dynamic distortional buckling of C-section cold-formed thin-walled steel members.Ningbo:MS thesis of Ningbo University.[in Chinese])
王培文,周平,陈爱洁,等.2001.我国建筑钢结构应用现状及发展.钢结构,16(3):51-53.(Wang P W,Zhou P,Chen A J,et al.2001.Present status and development of building steel structure in china.Steel Construction,16(3):51-53.[in Chinese])
吴晓烽.2013.C型截面冷弯薄壁型钢檩条的屈曲研究.宁波:宁波大学硕士学位论文.(Wu X F.2013.Buckling study on C-section cold-formed thin-walled steel purlin.Ningbo:MS thesis of Ningbo University.[in Chinese])
吴智慧.2004.木质家具制造工艺学.北京:中国林业出版社.(Wu Z H.2004.Wood furniture manufacturing technology.Beijing:China Forestry Publishing House.[in Chinese])
姚永红,武振宇.2016.冷弯薄壁型钢柱畸变屈曲承载力研究.工业建筑,46(4):142-146.(Yao Y H,Wu Z Y.2016.Research on distortional bulking bearing capacity of cold-formed thin-walled steel columns.Industrial Construction,46(4):142-146.[in Chinese])
Gilbert B P,Hancock S B,Bailleres H,et al.2014.Thin-walled timber structures:an investigation.Construction & Building Materials,73(1):311-319.
Mainey A J,Gilbert B P,Fernando D,et al.2015.Thin-walled timber and FRP-timber veneer composite CEE-sections.International Conference on Performance-Based and Life-Cycle Structural Engineering.
陈永强,韩燕.2012.轴压冷弯C型钢构件的极限承载力分析.煤炭技术,31(9):18-19.(Chen Y Q,Han Y.2012.Analysis of ultimate capacity of cold-formed C steel member subjected to axial compression.Coal Technoloay,31(9):18-19.[in Chinese])
焦生留,惠颖.2011.冷弯薄壁槽钢轴压柱的卷边研究.钢结构,26(12):13-16.(Jiao S L,Xi Y.2011.Research on edge stiffeners for cold-formed channel columns under axial load.Steel Construction,26(12):13-16.[in Chinese])
舒赣平,郑宝锋,范圣刚,等.2013.不锈钢轴心受压柱弯曲屈曲承载力分析.建筑结构学报,34(11):116-122.(Shu G P,Zheng B F,Fan S G,et al.2013.Study on flexural stability of stainless steel columns under axial loading.Journal of Building Structures,34(11):116-122.[in Chinese])
孙国军.2015.C型冷弯薄壁钢构件的静、动态畸变屈曲机理研究.宁波:宁波大学硕士学位论文.(Sun G J.2015.Mechanism of the static and dynamic distortional buckling of C-section cold-formed thin-walled steel members.Ningbo:MS thesis of Ningbo University.[in Chinese])
王培文,周平,陈爱洁,等.2001.我国建筑钢结构应用现状及发展.钢结构,16(3):51-53.(Wang P W,Zhou P,Chen A J,et al.2001.Present status and development of building steel structure in china.Steel Construction,16(3):51-53.[in Chinese])
吴晓烽.2013.C型截面冷弯薄壁型钢檩条的屈曲研究.宁波:宁波大学硕士学位论文.(Wu X F.2013.Buckling study on C-section cold-formed thin-walled steel purlin.Ningbo:MS thesis of Ningbo University.[in Chinese])
吴智慧.2004.木质家具制造工艺学.北京:中国林业出版社.(Wu Z H.2004.Wood furniture manufacturing technology.Beijing:China Forestry Publishing House.[in Chinese])
姚永红,武振宇.2016.冷弯薄壁型钢柱畸变屈曲承载力研究.工业建筑,46(4):142-146.(Yao Y H,Wu Z Y.2016.Research on distortional bulking bearing capacity of cold-formed thin-walled steel columns.Industrial Construction,46(4):142-146.[in Chinese])
Gilbert B P,Hancock S B,Bailleres H,et al.2014.Thin-walled timber structures:an investigation.Construction & Building Materials,73(1):311-319.
Mainey A J,Gilbert B P,Fernando D,et al.2015.Thin-walled timber and FRP-timber veneer composite CEE-sections.International Conference on Performance-Based and Life-Cycle Structural Engineering.