This work revealed the flood damage rule of road-bridge binding sites in highway bridge engineering according to the F_r similarity criterion by adopting the orthogonal test design method and emphasizing, exploring, and analyzing the influence degree of flood damage on the model while considering the length into fluid of the model, the included angle between the model and the fluid direction, the slope ratio of the model, and the existence of protective measures for the model. According to a comparison and an analysis, ADINA finite element numerical calculation and model test results coincided perfectly. Findings suggested that when the length of the fluid into the model is long, the extent of the damage of the model structure body is serious. After water scouring the model, and when the included angle between the model and the fluid direction was set at 135 degrees, the deposits was enlarged and dispersed, the scouring depth was significant, and the model was nearly completely destroyed. The slope surface could effectively decompose the fluid velocity with its strong anti-scouring capability given a certain slope ratio of the model. The protective measures of grouting layers or cofferdams could fully protect the model structure body. These results provide important references for enriching the flood damage mechanism of road-bridge binding sites and the safety operation of related highway bridge engineering.

Using UDEC discrete element method (DEM) and field monitoring method, the influence rules of slope height, slope angle and excavation stage on the stress field, displacement field and stability safety factor of high steep slope during excavation process were investigated. Research shows that: (1) The slope displacement and maximum principal stress gradually decrease and increase from the face (top) to the bottom of slope and from the middle (lower) part of the final excavation face to both sides of slope respectively, and the maximum displacement and stress increase and decrease with the increase of slope height (angle) respectively (decrease and basically remain unchanged with the increase of excavation stages respectively). (2) The curve of slope shoulder (top) displacement versus excavation times can be roughly divided into three development stages, i.e., the early stage of steep increase, the middle stage of gradual increase and the later stage of gentle decline (slope shoulder), gentle decline-steep increase or steep drop-slow increase (slope top). (3) Under the same slope height (angle) or excavation stages, the safety factor of slope stability first increases and then decreases with the increase of excavation times, and it decreases with the increase of slope height (angle) under the same excavation times (increases with the increase of excavation stages). (4) The results of numerical simulation reveal the real-time stress and deformation state of high steep slope in the process of multi-stage excavation, which is in good agreement with the field monitoring results. It is suggested that dynamic information design, construction and monitoring should be adopted for multi-stage high steep slope excavation engineering.