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A tunnel-type anchorage (TTA) is one of the main components in suspension bridges: the bearing mechanism is a key problem. Investigating the deformation characteristics, development law, and failure phenomenon of a TTA under load can provide the theoretical basis for a robust design. Utilizing the TTA of the Jinsha River suspension bridge at Lijiang Shangri-La railway as a prototype, a laboratory model test of the TTA was carried out for three different contact conditions between the anchorage body and the surrounding rock. The stress and deformation distribution law of the anchorage body and its surrounding rock were studied, and the ultimate bearing capacity and failure mode of the TTA were analyzed. The test results show that the compressive stress level is highest at the rear part of the anchorage body. Moving away from the rear portion of the body, the stress decays in a negative exponential function. Based on the load transfer curve, the calculation formula for the shear stress on the contact surface between the anchorage body and the surrounding rock was derived, which shows that the distribution of the shear stress along the axial direction of the anchorage body is not uniform. The distance from the maximum value to the loading surface is approximately 1/3 of the length of the anchorage body, and the stress decreases as the distance from the loading surface increases. Furthermore, the contact condition between the anchorage body and surrounding rock has a great influence on the bearing capacity of the TTA. The increase in the anti-skid tooth ridge and radial anchor bolt can improve the cooperative working capacity of the anchorage body and the surrounding rock, which is approximately 50% higher than that of the flat contact condition. The main function of the anchor bolt is to increase the overall rigidity of the TTA. The contact condition between the anchorage body and the surrounding rock will lead to a change in the failure mode of the TTA. With an increase in the degree of contact, the failure mode will change from shear sliding along the interface to trumpet-shaped inverted cone-shaped failure extending into the surrounding rock. [ABSTRACT FROM AUTHOR]