凸形钢箱拱肋截面荷载试验和有限元分析
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摘要
以宁波市东外环甬江大桥凸形钢箱拱肋截面为对象,应用预应力钢绞线的自平衡加载方式进行了1∶4的拱肋节段缩尺模型荷载试验,采用板壳单元和实体单元建立了有限元模型,进行了非线性分析,研究了考虑初始缺陷和局部屈曲的凸形钢箱拱肋截面的受力特性、实际承载能力和局部失稳机理。研究结果表明:各测点实测应力与截面平均应力较接近,根据测点实测应力与截面平均应力之间的关系可将凸形截面分成4类测点;有限元所得应力与实测应力趋势相同,数值相近;凸形钢箱拱肋截面的强度折减系数为0.94～0.98;纵向加劲肋和横隔板结构能有效防止凸形截面加劲板件的局部屈曲;在极限荷载作用下节段出现了凹凸的波节,由于各加劲板出平面位移过大而导致无法继续承载。
The convex steel box section of arch rib for Yongjiang Bridge in East Outer Ring Road of Ningbo City was taken as object,the 1/4 scale-model loading experiment of arch rib segment was conducted by using the self-balanced loading mode of prestressed steel strand.A finite element model was built based on shell and solid elements,and nonlinear analysis was carried out.The mechanical characteristic,actual bearing capacity and local instability mechanism of convex steel box section of arch rib were studied considering initial imperfections and local buckling.Analysis result shows that the measured stress of each measurement point is close to section average stress,and measurement points can be categorized into four kinds according to the relationship between measured stress and section average stress.The stresses from experiment and finite element analysis show the same tendency and similar value.The strength reduction coefficient of convex steel box section of arch rib is 0.94-0.98.The local buckling of stiffened plate can be prevented effectively by longitudinal stiffeners and diaphragms.Segment has wave shape under ultimate load,and fails to resist applied load due to the larger out-of-plate deformation of each stiffened plate.1 tab,18 figs,12 refs.
The convex steel box section of arch rib for Yongjiang Bridge in East Outer Ring Road of Ningbo City was taken as object,the 1/4 scale-model loading experiment of arch rib segment was conducted by using the self-balanced loading mode of prestressed steel strand.A finite element model was built based on shell and solid elements,and nonlinear analysis was carried out.The mechanical characteristic,actual bearing capacity and local instability mechanism of convex steel box section of arch rib were studied considering initial imperfections and local buckling.Analysis result shows that the measured stress of each measurement point is close to section average stress,and measurement points can be categorized into four kinds according to the relationship between measured stress and section average stress.The stresses from experiment and finite element analysis show the same tendency and similar value.The strength reduction coefficient of convex steel box section of arch rib is 0.94-0.98.The local buckling of stiffened plate can be prevented effectively by longitudinal stiffeners and diaphragms.Segment has wave shape under ultimate load,and fails to resist applied load due to the larger out-of-plate deformation of each stiffened plate.1 tab,18 figs,12 refs.
引文
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[2]足立正和,崎元達郎,村上秀樹，等．鋼製八角形断面柱脚の局部座屈考慮した応力-ひずみ型復元力モデル［Ｊ］．構造工学論文集,2001,47A(1):65-76.ADACHI M,SAKIMOTO T,MURAKAMI H,et al.Hys-teretic stress-strain models for octagonal cross-section steel piers in consideration of local buckling[J].Journal of Struc-tural Engineering,2001,47A(1):65-76.
[3]龚建峰,马骉,吴伟胜.宁波五路四桥大跨径桥梁设计综述[J].城市道桥与防洪,2008(10):66-71.GONG Jian-feng,MA Biao,WU Wei-sheng.General description on large-span bridge design of five roads and four bridges in Ningbo[J].Urban Roads Bridges and Flood Control,2008(10):66-71.(in Chinese)
[4]全军.宁波明州大桥主桥设计与施工[J].世界桥梁,2010,38(2):29-32.QUAN Jun.Design and construction of main bridge of Ming-zhou Bridge in Ningbo[J].World Bridges,2010,38(2):29-32.(in Chinese)
[5]吴忠.大跨度中承式双肢钢箱系杆拱桥施工工艺研究--宁波东外环甬江大桥施工方案比选[J].建筑施工,2007,29(4):281-283.WU Zhong.Study on construction technology for long-span and mid-supported double steel-box tie-bar arch bridge-com-parison and selection of construction proposal for Yongjiang Bridge in East Outer Ring Road of Ningbo[J].Building Construction,2007,29(4):281-283.(in Chinese)
[6]周超舟,姚森.大跨度中承式双肢钢箱系杆提篮拱桥施工方案研究[J].桥梁建设,2008(6):53-56,83.ZHOU Chao-zhou,YAO Sen.Research of construction schemes for a long span half-through basket handle tied arch bridge with double-leg steel box section[J].Bridge Construction,2008(6):53-56,83.(in Chinese)
[7]GB50017-2003,钢结构设计规范[S].GB50017-2003,code for design of steel structures[S].(in Chinese)
[8]﨑元達郎,渡辺浩,中島黄太.局部座屈を考慮した鋼箱形断面部材の復元力モデル［Ｊ］．土木学会論文集,2000(647):343-355.SAKIMOTO T,WATANABE H,NAKASHIMA K.Hys-teretic models of steel box members with local buckling dam-age[J].Proceedings of Japan Society of Civil Engineers,2000(647):343-355.
[9]渡辺浩,﨑元達郎.コンクリートを充填した角形鋼管柱の局部座屈を考慮した地震応答解析[J].土木学会論文集,2000(647):357-368.WATANABE H,SAKIMOTO T.Seismic response analysis of concrete-filled steel box piers considered on local buckling[J].Proceedings of Japan Society of Civil Engineers,2000(647):357-368.
[10]HASEGAWA A,ABO H,MAUROOF M,et al.Optimum cross sectional shapes of steel compression members with local buckling[J].Proceedings of Japan Society of Civil Engineers,1985,2(1):121-129.
[11]HASEGAWA A,ABO H,MAUROOF M,et al.A simplified analysis and optimality on the steel column behavior with local buckling[J].Proceedings of Japan Society of Civil Engineers,1986,3(2):195-204.
[12]崎元達郎,鶴田栄一，木下照章，等．局部座屈とねじりを考慮した鋼箱形断面を有する骨組の終局挙動解析法［Ｊ］．構造工学論文集,2002,48A(1):87-97.SAKIMOTO T,TSURUTA E,KINOSHITA T,et al.A numerical method of analysis of steel frames considering local buckling and torsion[J].Journal of Structural Engineering,2002,48A(1):87-97.
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