特高压钢管塔按整体空间桁架简化模型，采用杆单元进行受力计算，由于假定杆件只承受轴向力而忽略杆端弯矩作用，使得计算结果与实际情况存在差异。以1 000 kV淮南—上海(皖电东送)输变电工程特高压同塔双回钢管塔为分析对象，采用铁塔设计通用程序的杆单元、有限元计算通用软件ANSYS的梁杆混合单元和梁单元3种计算模型，对钢管塔的静、动力性能进行了分析和比较。结果表明：由3种单元模型计算的主材轴力、杆塔动力特性基本一致；梁杆混合单元模型与梁单元模型计算的主材杆端弯矩接近。建议特高压钢管塔的受力计算，采用梁杆混合单元模型的整体空间桁架法。

Based on the simplified model of integral space truss, the member stress of UHV steel tubular tower is calculated by bar elements. Due to the assumption that the element only sustains axial force while the action of bending moments at its both ends are neglected, there are diffenrences between calculation results and actual conditions. Taking the steel tubular tower for 1 000 kV power transmission project from South Anhui to Shanghai, in which the double circuits on the same tower mode is adopted, as analysis object and by use of three computation models, namely the bar element model in general program for tower design, the beam-bar and beam element models in general program for finite element computation ANSYS, the static and dynamic performances of tubular tower are calculated and compared. Calculation result comparison shows that the axial force of legs and natural vibration of the tower are almost the same; the bar end bending moments respectively calculated by beam-bar hybrid element model and beam element model are similar. Thus, it is recommended that the stress of steel tubular tower for UHV power transmission project can be calculated by integral space truss method in beam-bar hybrid element model, and in the design of the steel tubular tower the effects of bending moment at member end on the stress of tower leg should be considered.