The results of an experimental research involving the testing of four moment-resisting connections under antisymmetric loads at the cantilever ends of beam were presented. The test specimens modeled the interior joint of a moment-resisting frame consisting of concrete-filled double skin tubular column and steel beams with reinforced concrete slab using high-strength bolts and T-stub connectors. And the typical failure modes and shear-deformation skeleton curves were evaluated. Based on the experimental results, the force mechanism and the total process of shear performance on the panel zone were analyzed. Three trilinear shear-deformation relationship models for the web of steel tube, the flange of steel tube and the concrete core were proposed. By simplifying and adding these three models together in the condition of consistent shear deformation, the calculation formulas of the yield and ultimate shear strength of the joints were established. The formulas were used to calculate the shear strength of the panel zone of four joints, and the results calculated with the proposed formulas agreed well with those of the tests.