Experimental Researches On Suction Strength Of Unsaturated Remolded Loess

The vast majority soil in engineering practice is non-saturated soil. As a specialsoil, the relationship of the engineering properties and the physical and mechanicalproperties are often different from the general soil. Suction strength is the core variableof unsaturated soil. The differences of unsaturated soil shear strength formulas aremainly reflected on the diversity of the expression of the suction strength. Suctionstrength expressions are basically based on certain soils, whether they are suitable forloess are needed to be verified.By triaxal shear test, the water content and dry density was researched, and therelation of suction with saturation was also researched. Triaxial test results show thatthe relation of suction strength and moisture content is prevail linear, they are negativecorrelation. The relation of suction strength and dry density is prevailing linear andpositive correlated. A function about suction strength is established which includes drydensity and moisture content. Distribution of suction strength looks like a plane inwater content, dry density and suction strength space. Formulas about shear strengthand suction strength of unsaturated loss including the impact of water content and drydensity are also established, so that they could be referenced for engineering. Therelationship of suction strength and moisture state related saturation is accurate linearand negative correlation. The relation of suction strength and dry density statesaturation is prevailing linear and positive correlated.MIAO Lin-chang hyperbolic model and Shen Zhu-jiang hyperbolic model werecontrasted by the suction controlling unsaturated triaxial shear test in order to researchtheir practicality on unsaturated loess. Test results shows that the parameter a in Miao Lin-chang hyperbolic model is a constant, its value is1.51. The parameter d in ShenZhu-jiang hyperbolic model is a variable, its value is growing exponentially with thesuction increase.