To study the bond-slip behavior of the interface between the section steel and the high-strength self-compacting concrete， nine self-compacting concrete specimens with the section steel were launched for tests， with the thickness of the high-strength concrete protective layer and the length of the molding serving as the variable parameters. The specimens’ failure process， failure morphology， and crack formation pattern were observed. Specifically， the whole process load-slip curve of the loading end of the specimen was obtained， along with the study of the effect of various parameters on the specimen’s bond behavior. According to the findings， the ultimate bond strength of steel reinforced high-strength self-compacting concrete composite structure increases with the increase of thickness of the high-strength concrete protective layer， and the maximum increase was 94.9%； but it decreases with the increase of the embedded length of the section steel， and the maximum reduction is 38.1%. The shear stiffness of interfacial bonding first strengthens and then weakens by an increase in the protective layer thickness of high-strength self-compacting concrete， and the maximum increase was 85.1%. Meanwhile， it is marginally strengthened with the increase of the insertion length， and the maximum increase was 30%. Besides， the interface’s capacity for consuming energy has a tenuous relationship with its factors. With the increase of the thickness of the high-strength steel protective layer， the interface damage develops later. With the increase in the embedded depth of the section steel， the interface damage speed slows down. Finally， the calculation formula for the bond strength of steel reinforced high strength self-compacting concrete is proposed， which can predict the bond strength of section steel reinforced high strength self-compacting concrete well.