斜拉桥桥塔节段力学性能

陈康明; 吴庆雄; 黄汉辉

doi:10.19818/j.cnki.1671-1637.2016.05.003

斜拉桥桥塔节段力学性能

doi: 10.19818/j.cnki.1671-1637.2016.05.003

福州大学土木工程学院, 福建福州 350116

基金项目:

国家自然科学基金项目 51408132

教育部新世纪优秀人才支持计划项目 NCET-13-0737

详细信息

作者简介:
陈康明(1985-), 男, 福建霞浦人, 福州大学助理研究员, 工学博士, 从事桥梁工程研究

中图分类号: U443.38
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出版历程
- 收稿日期: 2016-06-12
- 刊出日期: 2016-10-25

Mechanical property of segmental tower of cable-stayed bridge

School of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China

More Information

Author Bio:
CHEN Kang-ming(1985-), male, assistant researcher, PhD, +86-591-83358433, chen-kang-ming@163.com

Article Text (Baidu Translation)

摘要

摘要: 基于宁波市外滩大桥桥塔节段, 采用预应力钢绞线自平衡加载方式进行1∶3.34桥塔节段缩尺模型荷载试验, 采用非线性有限元方法, 研究了考虑初始缺陷和局部屈曲的桥塔节段的传力路径、受力特性、实际承载能力和局部失稳机理。研究结果表明: 外荷载主要由主塔两外箱各板件承担, 从靠近截面突变处开始, 外箱和内箱各板的应力分别呈现递增和递减的趋势, 内箱承受的外荷载逐渐向外箱传递, 各板应力最大值均出现在截面形状突变处; 根据截面平均应力与测点应力的关系可将桥塔节段测点分成轴压、向钢箱内、外侧压弯三类; 试验得到桥塔节段的强度折减系数大于0.90, 且采用有限元分析得到节段模型的极限荷载是理论极限荷载的1.06倍; 虽然纵向加劲肋和横隔板结构能有效防止桥塔结构中加劲板件的局部屈曲, 但因截面突变处容易造成应力集中, 是最易发生局部屈曲破坏的位置, 因此, 应注意截面突变处外箱顶底板与内腹板交接附近的纵向加劲肋的设计与施工; 在极限荷载作用下, 外箱各板件在截面突变处会因局部屈曲而导致无法继续承载。
- 桥梁工程 /
- 斜拉桥主塔 /
- 缩尺模型试验 /
- 非线性有限元 /
- 强度折减系数 /
- 局部屈曲
Abstract: Based on the segmental tower of Waitan Bridge in Ningbo City, the axial compressive loading experiment of 1∶3.34scaled-model was conducted by using the prestressed steel strand self-balanced loading mode, and the force transferring route, mechanical characteristics, actual bearing capacity and local instability mechanism of segmental tower for cable-stayed bridge were studied by using finite element method and considering initial imperfections and local buckling.Analysis result shows that the external loads are mainly carried by the plates of two outer boxes, the stresses of the plates of outer and inner box increase and decrease from the sections closing to the abrupt changing section, the external load of inner box gradually transmits to outer box, and the maximum stresses of stiffened plates appear on the abrupt changing sections. The measurement points can be categorized into three kinds according to the relationship between the measured and sectional average stresses, including the points under axial compression and compression-flexure along the insider and outsider of steel box.The strength reduction coefficient of segmental tower is larger than 0.90 from the reduced-scale model experiment, and the ultimate bearing capacity of the model obtained by the finite element analysis is 1.06 times of theoretical ultimate bearing capacity.Although the local buckling of stiffened plates can be preventedeffectively by using longitudinal stiffeners and diaphragms, the attention should be paid to the design and construction of longitudinal stiffeners near the intersection of top plates, bottom plates and inner web plates of two side boxes, especially the longitudinal stiffeners close to the abrupt changing section, since the abrupt changing section easily leads to the stress concentration, and it is likely to occur local buckling.The stiffened plates of outsider of steel box for the segment model fail to resist larger applied loads due to the local buckling occurring on the abrupt changing section.
- bridge engineering /
- main tower of cable-stayed bridge /
- reducing scale-model experiment /
- nonlinear finite element /
- strength reduction coefficient /
- local buckling

HTML全文

图 1 外滩大桥总体布置

Figure 1. General layout of Waitan Bridge

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图 2 主塔

Figure 2. Main tower

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图 3 上塔柱

Figure 3. Upper part of main tower

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图 4 连接段构造

Figure 4. Structure of connecting part

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图 5 TA-8节段(单位: mm)

Figure 5. TA-8segment(units: mm)

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图 6 缩尺模型(单位: mm)

Figure 6. Reduced-scale model(units: mm)

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图 7 截面1-1(单位: mm)

Figure 7. Section 1-1(units: mm)

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图 8 截面8-8(单位: mm)

Figure 8. Section 8-8(units: mm)

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图 9 实体缩尺模型

Figure 9. Real reduced-scale model

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图 10 试验加载方式

Figure 10. Loading mode of test

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图 11 节段缩尺模型的有限元模型

Figure 11. FE Model of reduced-scale model

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图 12 初始变形分布

Figure 12. Initial deflection distributions

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图 13 腹板ab残余应力分布

Figure 13. Residual stress distributions of plate ab

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图 14 工况1应力分布

Figure 14. Stress distributions under loading case 1

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图 15 工况2应力分布

Figure 15. Stress distributions under loading case 2

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图 16 工况3应力分布

Figure 16. Stress distributions under loading case 3

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图 17 工况4应力分布

Figure 17. Stress distributions under loading case 4

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图 18 工况5应力分布

Figure 18. Stress distributions under loading case 5

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图 19 外侧腹板实测应力与有限元计算应力

Figure 19. Measured and FE computation stresses of outside web plate

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图 20 最大试验荷载下外箱顶板应力分布

Figure 20. Stress distribution of top plate of outer box under maximum test load

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图 21 最大试验荷载下外箱底板应力分布

Figure 21. Stress distribution of bottom plate of outer box under maximum test load

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图 22 最大试验荷载下外箱外腹板应力分布

Figure 22. Stress distribution of outer web plate of outer box under maximum test load

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图 23 最大试验荷载下外箱内腹板应力分布

Figure 23. Stress distribution of inner web plate of outer box under maximum test load

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图 24 最大试验荷载下内箱顶板应力分布

Figure 24. Stress distribution of top plate of inner box under maximum test load

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图 25 最大试验荷载下内箱底板应力分布

Figure 25. Stress distribution of bottom plate of inner box under maximum test load

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图 26 最大试验荷载下内箱中腹板应力分布

Figure 26. Stress distribution of middle web plate of inner box under maximum test load

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图 27 截面平均应力与测点应力的关系

Figure 27. Relationship between measured point stresses and section average stresses

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图 28 荷载-应变曲线

Figure 28. Load-strain curves

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图 29 5-5下截面荷载-应变曲线

Figure 29. Load-strain curve of bottom for section 5-5

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图 30 最终试验荷载下整体变形

Figure 30. Integral deformation under maximum test load

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图 31 极限荷载下外箱顶板应力分布

Figure 31. Stress distribution of top plate of outer box under ultimate load

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图 32 极限荷载下外箱底板应力分布

Figure 32. Stress distribution of bottom plate of outer box under ultimate load

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图 33 极限荷载下外箱外腹板应力分布

Figure 33. Stress distribution of outer web plate of outer box under ultimate load

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图 34 极限荷载下外箱内腹板应力分布

Figure 34. Stress distribution of inner web plate of outer box under ultimate load

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图 35 极限荷载下内箱顶板应力分布

Figure 35. Stress distribution of top plate of inner box under ultimate load

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图 36 极限荷载下内箱底板应力分布

Figure 36. Stress distribution of bottom plate of inner box under ultimate load

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图 37 极限荷载下内箱中腹板应力分布

Figure 37. Stress distribution of middle web plate of inner box

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图 38 极限荷载下整体变形

Figure 38. Integral deformation under ultimate load

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表 1 加载工况

Table 1. Loading cases

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表 2 不同荷载等级下的加载工况

Table 2. Loading cases under different loading classes

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参考文献(26)

[1]	项海帆. 21世纪世界桥梁工程的展望[J]. 土木工程学报, 2000, 33(3): 1-6. https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200003000.htm XIANG Hai-fan. Prospect of world's bridge projects in 21st century[J]. China Civil Engineering Journal, 2000, 33(3): 1-6. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200003000.htm
[2]	陈明宪. 斜拉桥的发展与展望[J]. 中外公路, 2006, 26(4): 76-86. https://www.cnki.com.cn/Article/CJFDTOTAL-GWGL200604024.htm CHEN Ming-xian. Development and outlook of cable-stayed bridge[J]. Journal of China and Foreign Highway, 2006, 26(4): 76-86. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-GWGL200604024.htm
[3]	肖汝诚, 陈红, 魏乐永. 桥梁结构体系的研究、优化与创新[J]. 土木工程学报, 2008, 41(6): 69-74. https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200806015.htm XIAO Ru-cheng, CHEN Hong, WEI Le-yong. Study, optimization and innovation of bridge structure systems[J]. China Civil Engineering Journal, 2008, 41(6): 69-74. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200806015.htm
[4]	彭旺虎, 邵旭东, 李立峰, 等. 无背索斜拉桥的概念、设计与施工[J]. 土木工程学报, 2007, 40(5): 26-33. https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200705006.htm PENG Wang-hu, SHAO Xu-dong, LI Li-feng, et al. The concept, design, and construction of cable-stayed bridges without backstays[J]. China Civil Engineering Journal, 2007, 40(5): 26-33. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200705006.htm
[5]	肖海珠, 梅新咏, 高宗余, 等. 千米斜拉桥设计关键技术探讨[J]. 桥梁建设, 2006(增2): 1-4, 8. https://www.cnki.com.cn/Article/CJFDTOTAL-QLJS2006S2000.htm XIAO Hai-zhu, MEI Xin-yong, GAO Zong-yu, et al. Study of key techniques for design of cable-stayed bridge with span longer than 1 000meters[J]. Bridge Construction, 2006(S2): 1-4, 8. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-QLJS2006S2000.htm
[6]	王冲, 周莉, 孙东利, 等. 独塔斜拉桥钢桥塔锚固区钢锚箱应力分析[J]. 桥梁建设, 2015, 45(3): 51-57. https://www.cnki.com.cn/Article/CJFDTOTAL-QLJS201503013.htm WANG Chong, ZHOU Li, SUN Dong-li, et al. Stress analysis of steel anchor box in anchorage zone of steel pylon of a single-pylon cable-stayed bridge[J]. Bridge Construction, 2015, 45(3): 51-57. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-QLJS201503013.htm
[7]	张南, 洪英维. 体外索钢箱-混凝土组合梁力学性能研究[J]. 土木工程学报, 2006, 39(12): 60-66. https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200612009.htm ZHANG Nan, HONG Ying-wei. Mechanical performance of steel-concrete composite box beams with external tendons[J]. China Civil Engineering Journal, 2006, 39(12): 60-66. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC200612009.htm
[8]	YUAN H X, WANG Y Q, GARDNER L, et al. Localoverall interactive buckling of welded stainless steel box section compression members[J]. Engineering Structures, 2014, 67(4): 62-76.
[9]	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: 65-76. ADACHI M, SAKIMOTO T, MURAKAMI H, et al. Hysteretic stress-strain models for octagonal cross section steel piers in consideration of local buckling[J]. Journal of Structural Engineering, 2001, 47A: 65-76.
[10]	ZHENG Yi, USAMI T, GE Han-bin, et al. Ductility evaluation procedure for thin-walled steel structures[J]. Journal of Structural Engineering, 2000, 126(11): 1312-1319. doi: 10.1061/(ASCE)0733-9445(2000)126:11(1312)
[11]	USAMI T, GE Han-bin. Cyclic behavior of thin-walled steel structures-numerical analysis[J]. Thin Walled Structures, 1998, 32(1-3): 41-80. doi: 10.1016/S0263-8231(98)00027-5
[12]	AOKI T, SUSANTHA K A S. Seismic performance of rectangular-shaped steel piers under cyclic loading[J]. Journal of Structural Engineering, 2005, 131(2): 240-249. doi: 10.1061/(ASCE)0733-9445(2005)131:2(240)
[13]	王瑀, 储彤. 大跨度钢箱拱桥拱肋安装控制技术[J]. 公路, 2013(5): 24-27. https://www.cnki.com.cn/Article/CJFDTOTAL-GLGL201305007.htm WANG Yu, CHU Tong. Installation and control technology of rib for long-span steel box arch bridge[J]. Highway, 2013(5): 24-27. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-GLGL201305007.htm
[14]	张文杰. 大跨径异型系杆钢拱桥主桥吊装施工技术[J]. 施工技术, 2011, 26(9): 66-70. https://www.cnki.com.cn/Article/CJFDTOTAL-GJIG201109019.htm ZHANG Wen-jie. Construction of hoisting and installation of main bridge in long-span steel arch bridge with irregularshaped tied-pole system[J]. Construction Technology, 2011, 26(9): 66-70. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-GJIG201109019.htm
[15]	CHEN Kang-ming, WU Qing-xiong, NAKAMURA S, et al. Experimental and numerical study on compressive behavior of convex steel box section for arch rib[J]. Engineering Structures, 2016, 114: 35-47. doi: 10.1016/j.engstruct.2016.01.037
[16]	CHEN Kang-ming, WU Qing-xiong, CHEN Bao-chun, et al. Mechanical behaviors analysis on a arch rib segment of Yongjiang Bridge in the Eastern-Outer-Ring of Ningbo City[C]//ISBSE. 34th International Symposium on Bridge and Structural Engineering. Zurich: ISBSE, 2010: 172-179.
[17]	CHEN Kang-ming, WU Qing-xiong, CHEN Bao-chun, et al. Experimental study on a steel arch rib segment with convex sections[C]//CHEN Bao-chun, WEI Jian-gang. Proceedings of ARCH'10-the 6th International Conference on Arch Bridges. Dubronvnik: SECON-HDGK, 2010: 623-632.
[18]	吴庆雄, 陈康明, 陈宝春, 等. 凸形钢箱拱肋截面荷载试验和有限元分析[J]. 交通运输工程学报, 2012, 12(3): 19-27. http://transport.chd.edu.cn/article/id/201203003 WU Qing-xiong, CHEN Kang-ming, CHEN Bao-chun, et al. Loading test and finite element analysis on convex steel box section of arch rib[J]. Journal of Traffic and Transportation Engineering, 2012, 12(3): 19-27. (in Chinese). http://transport.chd.edu.cn/article/id/201203003
[19]	吴斌暄, 肖汝诚, 魏乐永. 斜拉桥钢桥塔极限承载力分析[J]. 石家庄铁道学院学报: 自然科学版, 2009, 22(2): 5-10. https://www.cnki.com.cn/Article/CJFDTOTAL-SJZT200902001.htm WU Bin-xuan, XIAO Ru-cheng, WEI Le-yong. Study on ultimate load capacity of steel pylon of cable stayed bridge[J]. Journal of Shijiazhuang Railway Institute: Natural Science, 2009, 22(2): 5-10. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-SJZT200902001.htm
[20]	2002 seismic design specifications for highway bridges[S].
[21]	张俊杰, 马骉. 宁波市外滩大桥后锚点的设计与研究[J]. 城市道桥与防洪, 2012(10): 38-44. https://www.cnki.com.cn/Article/CJFDTOTAL-CSDQ201210015.htm ZHANG Jun-jie, MA Biao. Design and study of back anchorage point of Waitan Bridge in Ningbo City[J]. Urban Roads Bridges and Flood Control, 2012(10): 38-44. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-CSDQ201210015.htm
[22]	张艳丽, 陈良春, 廖德川. 宁波外滩大桥异型斜拉桥结构关键施工技术[J]. 公路交通技术, 2012(1): 75-78. https://www.cnki.com.cn/Article/CJFDTOTAL-GLJT201201021.htm ZHANG Yan-li, CHEN Liang-chun, LIAO De-chuan. Key construction techniques for structure of irregular cable-stayed bridge in Ningbo Bund Bridge[J]. Technology of Highway and Transport, 2012(1): 75-78. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-GLJT201201021.htm
[23]	沈菲君, 张俊杰, 赵社戌. 外滩大桥索塔上塔头受力性能分析[J]. 公路, 2014(10): 163-166. https://www.cnki.com.cn/Article/CJFDTOTAL-GLGL201410039.htm SHEN Fei-jun, ZHANG Jun-jie, ZHAO She-xu. Analysis of mechanical property of upper segment of tower of Waitan Bridge[J]. Highway, 2014(10): 163-166. (in Chinese). https://www.cnki.com.cn/Article/CJFDTOTAL-GLGL201410039.htm
[24]	GB 50017-2003, 钢结构设计规范[S]. GB 50017-2003, code for design of steel structures[S]. (in Chinese).
[25]	HASEGAWA A, ABO H, MAUROOF M, et al. Optimum cross sectional shapes of steel compression members with local buckling[J]. Proceeding of Japan Society of Civil Engineers, 1985, 2(1): 121-129.
[26]	HASEGAWA A, ABO H, MAUROOF M, et al. A simplified analysis and optimality on the steel column behavior with local buckling[J]. Proceeding of Japan Society of Civil Engineers, 1986, 3(2): 195-204.