钢-竹组合工字梁受剪性能试验研究
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摘要
以钢-竹组合工字梁的竹材截面翼缘厚度、腹板宽度及剪跨比λ为参数,对9根钢-竹组合工字梁进行了受剪性能试验,分析了组合梁的破坏过程、破坏机理、变形及承载力等,研究了影响组合梁受剪性能的因素,校验了组合梁变形及受弯承载力计算公式,并提出了组合梁受剪承载力简化计算公式。研究结果表明:钢-竹组合工字梁整体工作性能优良,组合效应显著,具有较高的承载力和刚度;组合梁的受剪承载力与竹材截面面积及剪跨比λ有关,当剪跨比λ≤2.0时,组合梁出现了明显的剪压破坏特征;跨中挠度、受弯承载力及受剪承载力计算公式得到的计算值与试验值吻合较好,误差在10%以内。
Experimental study on shear behavior of 9 composite beams was carried out where the mechanical parameters included the thickness of bamboo flange,bamboo web width and shear-span ratio(λ).The failure process,failure modes,deformation and capacities were investigated and the main factors affecting shear capacities were also discussed.Finally,the calculation formulas for deformation and bearing capacities were verified and the simplified formulas for shear capacities were established and verified.The experimental results indicate that the composite beams can form an excellent composite section and have higher stiffness and capacity.The shear capacity is related to cross-section area and shear-span ratio(λ) of the bamboo beam,when the shear-span ratio λ is less than or equal to 2.0,the composite beams fail in shear compression obviously.The predicated bearing capacities,shear capacities and mid-span deflections according to the formulas presented are in good agreement with the experimental ones with less than 10% deviation.
Experimental study on shear behavior of 9 composite beams was carried out where the mechanical parameters included the thickness of bamboo flange,bamboo web width and shear-span ratio(λ).The failure process,failure modes,deformation and capacities were investigated and the main factors affecting shear capacities were also discussed.Finally,the calculation formulas for deformation and bearing capacities were verified and the simplified formulas for shear capacities were established and verified.The experimental results indicate that the composite beams can form an excellent composite section and have higher stiffness and capacity.The shear capacity is related to cross-section area and shear-span ratio(λ) of the bamboo beam,when the shear-span ratio λ is less than or equal to 2.0,the composite beams fail in shear compression obviously.The predicated bearing capacities,shear capacities and mid-span deflections according to the formulas presented are in good agreement with the experimental ones with less than 10% deviation.
引文
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[19]《建筑结构静力计算手册》编写组.建筑结构静力计算手册[M].第二版.北京:中国建筑工业出版社,2000.
[2]Rondal J.Cold formed steel members and structures:general report[J].Journal of Constructional SteelResearch,2000,55(1/3):155-158.
[3]周绪红,石宇,周天华,等.低层冷弯薄壁型钢结构住宅体系[J].建筑科学与工程学报,2005,22(2):1-14.(Zhou Xuhong,Shi Yu,Zhou Tianhua,et al.Cold-formed steel framing system of low-rise residentialbuilding[J].Journal of Architecture and CivilEngineering,2005,22(2):1-14.(in Chinese))
[4]Jiang S X,Zhang Q S,Jiang S H.On structure,production,and market of bamboo-based panels inChina[J].Journal of Forestry Research,2002,13(2):151-156.
[5]Seema Jain,Rakesh Kumar,Jindal U C.Mechanicalbehaviour of bamboo and bamboo composite[J].Journal of Materials Science,1992,27(17):4598-4604.
[6]陈绪和,王正.竹胶合梁制造及在建筑中的应用[J].世界竹藤通讯,2005,3(3):18-20.(ChenXuhe,Wang Zheng.Bamboo based panels forstructural application[J].World Bamboo and Rattan,2005,3(3):18-20.(in Chinese))
[7]吕雁,程赫明,俞斌.竹胶合板矩形梁力学性能的研究[J].四川建筑科学研究,2006,32(6):177-182.(Lv Yan,Cheng Heming,Yu Bin.The research on themechanical properties of the bamboo plywoodrectangular beam[J].Sichuan Building Science,2006,32(6):177-182.(in Chinese))
[8]江泽慧,王正,常亮,等.建筑用竹材墙体制造技术研究[J].北京林业大学学报,2006,28(6):155-158.(Jiang Zehui,Wang Zheng,Chang Liang,et al.Manufacture technology of the bamboo building wall[J].Journal of Beijing Forestry University,2006,28(6):155-158.(in Chinese))
[9]肖岩,佘立永,单波,等.现代竹结构在汶川地震灾后重建中的应用[J].自然灾害学报,2009,18(3):14-18.(Xiao Yan,She Liyong,Shan Bo,et al.Application of modern bamboo struture to reconstructionafter Wenchuan earthguake[J].Journal of NaturalDisasters,2009,18(3):14-18.(in Chinese))
[10]魏洋,吕清芳,张齐生,等.现代竹结构抗震安居房的设计与施工[J].施工技术,2009,38(11):52-54.(Wei Yang,Lv Qingfang,Zhang Qisheng,et al.Design and construction of modern bamboo anti-seismicliving room[J].Construction Technology,2009,38(11):52-54.(in Chinese))
[11]李玉顺,单炜,黄祖波,等.压型钢板-竹胶板组合楼板的力学性能试验研究[J].建筑结构学报,2008,29(1):96-102,111.(LI Yushun,SHAN Wei,HUANG Zubo,et al.Experimental study onmechanical behavior of profiled steel sheet-bambooplywood composite slabs[J].2008,29(1):96-102,111.(in Chinese))
[12]李玉顺,沈煌莹,张王丽,等.压型钢板-竹胶板组合墙体抗震性能试验研究[J].工程力学,2010,27(增刊1):108-112,126.(Li Yushun,ShenHuangying,Zhang Wangli,et al.Experimental studyon ascismic behavior of profiled steel sheet-bambooplywood composite walls[J].Engineering Mechanics,2010,27(Suppl.1):108-112,126.(in Chinese))
[13]沈煌莹,李玉顺,张王丽,等.冷弯薄壁型钢-竹胶板组合梁受弯性能试验研究[J].建筑结构学报,2009,30(增刊1):171-175.(SHEN Huangying,LIYushun,ZHANG Wangli,et al.Experimental study onflexural behavior of cold-formed thin-wall steel-bambooplywood composite beams[J].Journal of BuildingStructures,2009,30(Suppl.1):171-175.(inChinese))
[14]赵仁杰,喻云水.竹材人造板工艺学[M].北京:中国林业出版社,2002.
[15]GB 50005—2003木结构设计规范[S].(GB50005—2003 Code for design of wood structures[S].(in Chinese))
[16]聂建国,刘明,叶列平.钢-混凝土组合结构[M].北京:中国建筑出版社,2005.
[17]Kalab R.Ultimate strength of reinforced concrete beamssubjected to bending combined with torsion[J].Stavebnicky Casopis,1975,23(10):745-760.
[18]聂建国.钢-混凝土组合梁结构:试验、理论与应用[M].北京:科学出版社,2005.
[19]《建筑结构静力计算手册》编写组.建筑结构静力计算手册[M].第二版.北京:中国建筑工业出版社,2000.
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