Abstract: The lateral bearing capacities corresponding to various failure modes of the chevron-braced frame were analyzed. The findings indicate that： 1） Chevron-braced frames exhibit four failure modes： absolute shear-weakened type with vertical shear yielding at the beam-brace intersection； relative shear-weakened type characterized by buckling of the compression brace preceding joint shear failure； flexural-weakened beam type where the tension brace remains elastic； and flexural-strengthened beam type where the tension brace yields. 2） The bending moment induced by the unbalanced force from the braces should be calculated based on simply-supported beam conditions， regardless of whether the beam-column connection is rigid. 3） For shear-weakened configurations， the joint panel zone must satisfy minimum requirements equivalent to those for beam-column connections and should be stiffened according to eccentrically braced frame （EBF） standards； if necessary， introducing openings in the panel zone can enhance deformation capacity. 4） For flexural-weakened beam cases， a minimum required unbalanced force is specified for design.