According to the structural characteristics of tension-type and pressure-type prestressing anchors, this paper abstracts the tension-type prestressing anchors to be subjected to a centralized force at the imaginary sliding surface P, and the pressure-type prestressing anchors to be subjected to a centralized force at the bottom of the anchorage holes P. Generally speaking, the hypothetical sliding surface or the bottom of the anchorage holes in the project are far away from the surface of the geotechnical body. Based on the above assumptions and engineering conditions, the prestressing anchor cable is reduced to a Kelvin problem with a concentrated force at one point within the space. The Kelvin stress solution is used to find the axial distribution of shear stress t in the side wall of strand and hole wall of tension-type prestressing anchor cable, and to find the shear stress t and positive stress in the hole wall of pressure-type prestressing anchor cable. The axial distribution of pressure type prestressing anchors is found. According to the results of this paper, it is suggested that the design of tension-type prestressing anchors in rock should be based on the bond strength between the strand and the grouting body. It is suggested that the pressure-type prestressing anchors in the rock body should be improved into pressure-dispersed prestressing anchors by adding a section of steel pipe at the stressed end. It is recommended that the pressure-type prestressing anchor cable in soil body should be improved to expand the head type pressure-type prestressing anchor cable by expanding the hole at the bottom of the hole.