###### Abstract
In the Precast Seismic Structural Systems (PRESSS) research program carried out by the USA and Japan in 1990, [PERSON] and [PERSON] [14] proposed a beam-column semi-rigid joint structure connected with partially unbonded prestressed tendons. The unbonded part of the prestressed tendons included the core area of the joint and the plastic hinge region of the beam end. Their research showed that the residual deformation of the joint was small, and the self-recovery ability was strong under the action of a big earthquake. [PERSON] et al. [15] used fiber elements to carry out finite element analysis on beam-column joints connected by prestressed tendons and established a simplified trilinear moment-rotation model with validation of the experiments. [PERSON] [16; 17] carried out a monotonic static load test with 28 full-scale, semi-rigid beam-column joints, established a semi-rigid bending model, and used a beam-line method to analyze the internal forces of the semi-rigid structure. They used a flexural model to further analyze the influence of semi-rigid connections on the effective length coefficient for columns. The prestressed tendon connection joint (seam joint) of a PUTCGE is in the middle-height of the sidewalls, which is obviously different from the beam-column joints located at the ends of the beams. In recent years, much research has been conducted on the influence of the semi-rigidity of prefabricated utility tunnel joints on the structural performance. [PERSON] [18] carried out a dynamic numerical simulation analysis of a PUTCGE under the action of lateral earthquakes based on a stratigraphic model ([PERSON]'s spring model representing soils). Their study showed that, with the increase in the embedment depth, the displacement and internal force responses of the structure increased accordingly. It was found that, if the seam joint was set at one-third of the distance from the top slab, stress on the joint was lower than that if the seam joint was set in the middle position. [PERSON] et al. [19] carried out on-site testing and numerical simulations of the static mechanical performance of a groove-shaped prefabricated box culvert (similar to the utility tunnel structure) and found that the peak earth pressure occurred at a location with a distance of about 0.2 times the sidewalls' height from the top slab. However, [PERSON] and [PERSON] [20] carried out a static performance test for a cast-in-situ integral box culvert, which showed that the earth pressure on the sidewalls was parabolically distributed, and the peak pressure was found to occur at a location at about 0.3 times the sidewalls' height from the bottom slab. Considering that the rotational stiffness required for the calculation of the internal force of a prefabricated box culvert is difficult to determine, [PERSON] [21] proposed a method to calculate the number of prestressed tendons required for the sidewalls according to an overall analysis of a cast-in-situ culvert without considering the influence of the joints. [PERSON] et al. [22] developed a theoretical calculation model for the flexural capacity and rotational stiffness of the transverse joints for a bolted PUTCGE. Their analysis showed that the maximum bending moment of the structure under the action of earth pressure increased with the increase in joint stiffness, while the change in rotational stiffness had little effect on the axial force. [PERSON] et al. [23] found that, when prestressed tendons were installed on the outside edge of the sidewalls and the tension control stress was not less than 0.7 times the ultimate strength of the prestressed tendon, the internal force distributions of a prefabricated box culvert and a cast-in-situ box culvert were very close; however, the internal force and deformation of the two were quite different when the prestressed tendons were installed in the centerline of the sidewalls.