Compression Bearing Capacity of Inclined Members of Transmission Tower with Different Joint Types
-
摘要:
为研究节点约束下输电塔斜材受压承载力的计算方法，通过对120根等边角钢的偏心受压承载力试验，分析其最小轴、平行轴布置时的破坏模式、承载力及变形形态，研究不同约束刚度、节点型式对其承载力的影响；结合现行行标公式，针对不同节点连接型式（A、B、C类），提出输电塔斜材受压长细比的计算公式. 研究结果表明：长细比小于120时，构件承载力主要受偏心控制，偏心越大，承载力越低；而长细比大于120时，构件承载力主要受约束刚度控制，约束刚度越大，承载力越高；A、C类连接在不同长细比时各具优势，但B类连接的承载力始终低于A、C类连接；国内外规范计算值与试验值均存在较大的偏差，具有一定的局限性，体现在小长细比构件偏心及大长细比构件约束修正不足等方面；所提出长细比修正公式的计算结果与试验结果吻合良好，可用于指导工程设计.
Abstract:In order to study the calculation method of the compression bearing capacity of the inclined members of the transmission tower with joint constraints, the failure mode, bearing capacity, and deformation form of the arranged minimum axis and parallel axis of 120 equal angle steels were obtained through eccentric compression bearing capacity tests. In addition, the influence of different joint stiffness and joint types on their bearing capacity was studied. Combined with the current industry specifications, the calculation formula of the slenderness ratio of inclined members of transmission towers is proposed for different joint types (A, B, C). The results show that when the slenderness ratio is less than 120, the bearing capacity of the member is mainly controlled by eccentricity. A larger eccentricity indicates a lower bearing capacity. When the slenderness ratio is greater than 120, the bearing capacity of the member is mainly controlled by the joint stiffness. Larger joint stiffness indicates higher bearing capacity. A and C joint types have their own advantages at different slenderness ratios, but the bearing capacity of B joint type is always lower than that of A and C joint types. There is a great deviation between the calculated value of Chinese and foreign codes and the test value, and these codes have certain limitations, which are reflected in the insufficient eccentricity correction of small slenderness ratio members and insufficient joint stiffness correction of large slenderness ratio members. The calculation results of the proposed modified formula for slenderness ratio of inclined members are in good agreement with the test results and can be used to guide the engineering design.
-
Key words:
- transmission tower /
- joint constraint /
- joint type /
- experimental research /
- slenderness ratio
-
图 8 A类连接不同约束刚度时的承载力曲线
Figure 8. Bearing capacity curves of A joint type with different joint stiffnesses
图 10 最小轴布置时的承载力对比曲线
Figure 10. Comparison curves of bearing capacity of arranged minimum axis
图 11 平行轴布置不同连接时承载力对比曲线
Figure 11. Comparison curves of bearing capacity of arranged parallel axis with different joint types
图 12 最小轴布置试验值与修正值承载力对比
Figure 12. Comparison of test and corrected bearing capacity of arranged minimum axis
图 13 最小轴布置稳定系数对比曲线
Figure 13. Comparison curves of stability coefficient of arranged minimum axis
图 15 修正前、后稳定系数对比
Figure 15. Comparison of stability coefficient before and after correction
表 1 试验构件信息
Table 1. Information of experimental members
试验构件
编号布置
型式角钢尺
寸/mm斜材长细比 ∟AK2-λ 最小轴 ∟80×7 60、80、100、130、160 ∟AK1-λ 平行轴 ∟80×7 80、100、120、150、180 ∟AK2-λ 平行轴 ∟80×7 80、100、120、150、180 ∟AK3-λ 平行轴 ∟80×7 80、100、120、150、180 ∟BK2-λ 平行轴 ∟80×7 80、100、120、150、180 ∟BK3-λ 平行轴 ∟80×7 80、100、120、150、180 ∟CK2-λ 平行轴 ∟80×7 80、100、120、150、180 ∟CK3-λ 平行轴 ∟80×7 80、100、120、150、180 注：试验件编号∟AK2-λ中，A为节点形式，K2为约束刚度，λ为试验构件长细比值，其余编号类似，K1、K2、K3分别代表刚度为0、50、100 kN·m/rad. 
下载: 导出CSV
-
[1] 李正良,李妍,刘红军,等. 偏心受压单角钢构件力学性能试验研究[J]. 建筑结构学报,2018,39(5): 146-155.LI Zhengliang, LI Yan, LIU Hongjun, et al. Experimental study on mechanical behavior of single angle under eccentric compression[J]. Journal of Building Structures, 2018, 39(5): 146-155. [2] 李正良,曹哲贤,施菁华,等. 输电塔不等边角钢交叉斜材稳定承载力研究[J]. 建筑钢结构进展,2020,22(2): 111-120.LI Zhengliang, CAO Zhexian, SHI Jinghua, et al. Investigation on the stability bearing capacity of unequal angle steel cross bracing in transmission towers[J]. Progress in Steel Building Structures, 2020, 22(2): 111-120. [3] 陈绍蕃. 单边连接单角钢压杆的计算与构造[J]. 建筑科学与工程学报,2008,25(2): 72-78.CHEN Shaofan. Calculation and construction of single-angle steel struts connected by one leg[J]. Journal of Architecture and Civil Engineering, 2008, 25(2): 72-78. [4] HAIDAR R, MADUGULA M K S, MARSHALL D G. Compressive strength of steel angles connected by one leg[C]//Proceedings of Structures Congress XV. Reston: American Society of Civil Engineers, 1997: 880-883. [5] POPOVIC D, HANCOCK G J, RASMUSSEN K J R. Compression tests on cold-formed angles loaded parallel with a leg[J]. Journal of Structural Engineering, 2001, 127(6): 600-607. doi: 10.1061/(ASCE)0733-9445(2001)127:6(600) [6] SAKLA S S. Performance of the AISC LRFD specification in predicting the capacity of eccentrically loaded single-angle struts[J]. Engineering Journal, 2005, 42(4): 239-246. [7] 郝际平,曹现雷,张天光,等. 单边连接高强单角钢压杆试验研究和仿真分析[J]. 西安建筑科技大学学报(自然科学版),2009,41(6): 741-747.HAO Jiping, CAO Xianlei, ZHANG Tianguang, et al. Experimentation study and simulation analysis on high strength single-angle compression members attached by one leg[J]. Journal of Xi’an University of Architecture & Technology (Natural Science Edition), 2009, 41(6): 741-747. [8] 顾伟华,张大长,曹世山. 输电铁塔单角钢轴压承载力计算公式及试验研究[J]. 建筑钢结构进展,2020,22(1): 78-84.GU Weihua, ZHANG Dachang, CAO Shishan. Analytical and experimental investigation on axial compression capacity of single angle steel for transmission line tower[J]. Progress in Steel Building Structures, 2020, 22(1): 78-84. [9] 康强文,童根树. 单肢连接的单角钢压杆承载力分析[J]. 钢结构,2006,21(2): 7-11.KANG Qiangwen, TONG Genshu. Load-carrying capacity of single angle struts connected with one leg[J]. Steel Construction, 2006, 21(2): 7-11. [10] EARLS C J, GALAMBOS T V. Practical compactness and bracing provisions for the design of single angle beams[J]. Engineering Journal, 1998, 35(1): 19-25. [11] 沈祖炎. 单角钢单面连接时的承载力计算[J]. 钢结构,1991,6(1): 18-24. [12] 沈祖炎,胡学仁. 单角钢压杆的稳定计算[J]. 同济大学学报,1982,10(3): 56-71.SHEN Zuyan, HU Xueren. Ultimate strength of single angle columns[J]. Journal of Tongji University, 1982, 10(3): 56-71. [13] 陈绍蕃. 单角钢轴压杆件弹性和非弹性稳定承载力[J]. 建筑结构学报,2012,33(10): 134-141.CHEN Shaofan. Elastic and inelastic stability capacity of single angle under axial compression[J]. Journal of Building Structures, 2012, 33(10): 134-141. [14] 陈绍蕃. 塔架压杆的稳定承载力[J]. 西安建筑科技大学学报(自然科学版),2010,42(3): 305-314.CHEN Shaofan. Buckling resistance of compression members in tower structures[J]. Journal of Xi’an University of Architecture & Technology (Natural Science Edition), 2010, 42(3): 305-314. [15] CHEN Y, GUO Y, XU H W. Effective length factor of a non-symmetrical cross-bracing system with a discontinuous diagonal[J]. Journal of Zhejiang University—Science A, 2019, 20(8): 590-600. doi: 10.1631/jzus.A1900169 [16] 中华人民共和国住房和城乡建设部. 钢结构设计标准: GB 50017—2017[S]. 北京: 中国建筑工业出版社, 2018. [17] American Society of Civil Engineers. Design of latticed steel transmission structures: ASCE/SEI 10-15[S]. Virgini: ASCE, 2015. [18] European Committee for Electrotechnical Standardization. Overhead electrical lines exceeding AC 45 kV—part 1: general requirements—common specifications: EN 50341-1[S]. Brussels: CENELEC, 2001. [19] 国家能源局. 架空输电线路杆塔结构设计技术规程: DL/T 5486—2020[J]. 北京: 中国计划出版社, 2020. [20] 刘红军,王文武,李正良,等. 输电塔主材扭转约束对交叉斜材面外承载力的影响[J]. 特种结构,2021,38(2): 58-63.LIU Hongjun, WANG Wenwu, LI Zhengliang, et al. Influence of torsional constraint of transmission tower main material on out-of-plane bearing capacity of cross-bracing[J]. Special Structures, 2021, 38(2): 58-63. -
下载:
点击查看大图
计量
- 文章访问数: 172
- HTML全文浏览量: 90
- PDF下载量: 26
- 被引次数: 0