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The ultimate strength of truss girders is usually regarded to be governed by the strength of the individual members. Therefore, in the case of the hinge connection of the members, the strength will depend on the column strength of a most compressed member which is simply supported and centrally loaded. But, when truss members are rigidly connected each other, the members are subjected to the elastic or plastic retraint and forced to the end rotations by the interaction of the deflection of the adjoining members and deformation as a whole structure2. In such a state, the ultimate strength of the individual members can not be predicted by the strength of the simply supported and centrally loaded independent columns3 but by many other structural conditions. To get general knowledge of such a behavior of truss girders in the ultimate state, some results of numerical ultimate strength analysis is reported in this paper. Truss girders taken up here for the first step of a case study are the Warren type and have a span length of 60 m, a height of 7.14 m and 6 panels as shown in Fig. 1. The chord members and compressive diagonal members have box sections and the tensile diagonal members have H sections (Fig. 2). The slenderness ratio A of all chord members is constant and taken as 50 or 80 and the ratios Aa of all the diagonal members are also equal and varied from the value of the chord members to 150 respectively to investigate the effect of the stiffness of diagonal members on the strength of truss girders. The residual stresses (Fig. 3) and initial crookedness of 0.001 l are considered to know the influence. The ultimate strength is analysed here by the combined use of the linear incremental load method and the Newton Raphson method which are fundamentally the same as adopted in the Ref. 1). One member is divided into four member elements and a certain number of sectional segments as shown in Fig. 2. Fig. 1 Configuration of truss girder and loading

IN-PLANE BEHAVIOR OF TRUSS GIRDERS IN THE ULTIMATE STATE