## 4 Discussion  
The research for traditional tension (pressure)-type anchors has reached a high level of maturity [44; 45; 46]. Nevertheless, with the continuous advancement of underground engineering, conventional anchors are confronted with challenges such as load concentration effects and constraints imposed by critical anchoring depths. These limitations make them unsuitable for addressing the demands of modern complex geological conditions and engineering prerequisites. As a consequence, novel anchor designs have been continually introduced. To address the issue of load concentration in traditional anchors, [PERSON] et al. 's research [23; 47; 48] suggests incorporating pressure plates to segment the anchor unit into pressure-anchor and tension-anchor sections. This segmentation allows the load to be divided into smaller components, acting on the pressure-anchor and tension-anchor sections separately. Presently, tension-compression-dispersed composite anchors have been applied in practical contexts, such as the Chongqing International Metropolitan Project, the Lifan Center-LFC Project, and the Yunnan Xianglin Highway Project [49; 50; 51]. Field monitoring data indicate that in comparison with conventional tension anchors, the tension-compression composite anchor structure displays a shorter period for anchor stress stabilization after tensioning. This demonstrates superior load-holding capabilities, with minimal load loss amounting to less than 7% of the total load. Tension-compression-dispersed anchors deliver dependable anchoring results and a more rational load distribution [51]. As depicted in Figure 8, our proposed innovative tension-compression-dispersed composite anchor demonstrates a distinctive three-segment distribution, transmitting loads from the lower anchor head to the upper and lower load-bearing segments. This load distribution strategy effectively divides the load into three distinct portions. During practical experiments, variations in local rock hardness can result in oversized borehole diameters occurring during anchor hole drilling. Furthermore, the presence of a bearing plate on the anchor affects the anchor's descent into the borehole. Consequently, vertical adjustments are necessary to ensure the anchor is correctly positioned within the borehole. This situation can impact the anchor's construction progress and may result in a modest increase in construction costs. The results presented in Figure 9a,d reveal that for a load of 510 kN, the peak shear stress at the interface of a conventional tension-type anchor is 0.55 MPa. In contrast, the tension-compression-dispersed composite anchor displays a higher peak shear stress of 0.86 MPa. Surprisingly, the tension-compression-dispersed composite anchor exhibits an increased interface shear stress compared to the traditional tension-type composite anchor, in contrast to the findings in Refs. [23; 46]. This discrepancy can be attributed to the placement of the pressure section between pressure Sections 1 # and 2 #. In this configuration, the grout within the pressure section is subjected to compression, leading to lateral expansion and thereby enhancing interface frictional resistance within a defined range [48; 52]. This phenomenon amplifies the normal stress and subsequently augments the interfacial shear strength. However, despite efforts to reduce the anchoring lengths of individual units by adding load-bearing plates [23], which ensures that each unit's anchoring length remains within the critical anchoring range and leads to a more uniform distribution of shear stress, practical underground engineering often involves heterogeneous geological conditions and factors like water ingress. Research by [PERSON] et al. [53] indicates that when rock masses are exposed to water infiltration, the anchoring performance of anchors is significantly compromised. Under these circumstances, the distribution of loads achieved by the tension-compression-dispersed composite mechanism cannot be solely determined using the strength of the rock mass.