摘要
随着我国电力业高速发展,在输电线路铁塔设计中,提出了采用Q460高强热轧等边单角钢的建议。目前国内大多数规范都没有将Q460高强角钢列入可选材料范围之内,为验证我国《钢结构设计规范》(GB50017-2003)和美国《输电铁塔设计导则》(ASCE10-1997)有关计算两端偏心连接角钢稳定极限承载力公式是否适用Q460高强角钢,已通过单压杆试验进行了深入的试验研究和理论分析,并对规范提出了修正建议。
为检验校核模拟边界条件的单压杆试验是否能反映真实结构中压杆的受力性能和约束条件,验证单压杆试验研究对规范提出的修正公式是否合理,且进一步研究Q460高强等边单角钢在子结构中的整体受力性能,本文进行了Q460高强等边单角钢两端偏心连接子结构压杆试验研究和ANSYS有限元分析。
研究结果表明：小长细比压杆主要为局部屈曲,大长细比压杆为整体屈曲,压杆绕平行于连接肢的轴发生弯曲变形,同时伴有绕角钢纵轴的扭转变形；试验现象和受力性能与单压杆基本相同。通过子结构研究提出的规范修正公式和单压杆研究提出的对规范的修正公式计算的两端偏心连接压杆整体稳定承载力值偏差较小。修正的我国规范计算结果表明：子结构修正公式值较单压杆修正公式值高,幅度为1.2%～7.9%,差值不到10%；修正的美国导则计算结果表明：子结构修正公式值较单压杆修正公式值有高有低,范围在-2.0%～+0.7%之间。因此,模拟实际边界端部约束条件的单压杆试验是可靠的,其设计建议公式是可信的。本文对Q460高强角钢子结构的试验研究和理论分析结果可供工程设计和相关研究参考。
Along with our country electric power industry keep high speed development, in transmission towers design, it is recommended that Q460 super high strength hot rolled steel angle should be used as main members for tower structure. Now most of the specification in our country has not added the Q460 high-strength angle members to the list of available materials. To verify that if the formula of our " Code for design of steel structures " GB50017-2003 and the United States" Design of latticed steel transmission structures " ASCE-1997 to calculate stability and bearing capacity is applicable for eccentrically compressed Q460 hot-rolled members,carried out experimental study and theoretical analysis by single strut, and the suggestion for the specification has been presented.
To verify that if the actual project boundary conditions simulated by the single strut experiment is able to respond the mechanical properties and constraints of the real structure, if the correction formula proposed by single strut experiment is reasonable and to further study the overall mechanical behavior of Q460 high strength angle in the structure the experiment study and and ANSYS finite element analysis in sub-structure were carried out.
Comparison of the above analysis shows that:the small slenderness ratio compression members are main controlled by local buckling and the large slenderness ratio compression members are controlled by overall buckling.The compression members bend round connection leg, with twisting deformation taking place at same time. Experimental phenomena and mechanical properties are almost the same with the single strut's.There are small differences in caculating overall stability value by sub-structure correction formula and the single strut correction formula.The result of the amendment to the specification GB50017-2003 shows that:the value caculated by sub-structure correction formula is larger than the value caculated by the single strut correction formula and the rate is 1.2%～7.9% less than 10%. The result of the amendment to the specificationASCE10-1997 shows that:the value caculated by sub-structure correction formula increase the value caculated by the single strut correction formula -2.0%～+0.7%.Therefore, actual project boundary conditions simulated by the single strut experiment is reliable and the correction formula is reliable for providing reference for engineering design.
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