| Jinping I Hydropower Station which is under construction is located on the west side of Jinping grand river bend in the middle of Yalong river. Type of the dam is Double-curvature arch dam, the designed height is 305m, reservoir storage is about 77.6×108 m3, and equipped capacitor is 3600MW.In this dissertation, the study subject is the foundation rock geological defects of JinpingⅠHydropower Station. Base on onprevious research, field survey data and test results, analysis,summary of thegeological characteristics of foundation rock, spatial distribution and characteristics ofrock mass quality; Complementary use of numerical analysis to study thepre-assessment is not carried out detailed studiesⅢ2 level rock and Greenschist lock and the mechanical construction in the response of the dam, the main results and conclusions are as follows:1) Through on-site geological exploration survey and combine the geology data collected for expecting construction,the characteristics of the foundation rock geological defects of JinpingⅠHydropower Station have been studied, including the type of geological defects, distribution, development characteristics, The general characteristics of foundation rock geological defects different size and distribution of such .2)According to the geological defects in the detail stage of the acoustic test data, variable-mode test results, and the relationship between them, Analyzes and summarizes the geological foundation rock mass defects in the integrity of.3) Through the right bank of the base surface EL.1 730 ~ 1 670m bench underⅢ2 level rock the mechanical response construction of the dam were FLAC3D numerical analysis, mainly in the following understanding:Ⅲ2 level rock in the area does not handle the case the maximum principal stress -17.9MPa, current treatment options in the maximum principal stress under -14.6MPa,which is handling the stress concentration under the program has reduced the scope and magnitude, the largest Principal stress reduced 3.3MPa;plastic deformation region are small, and significantly reduced tension failure zone, the surface of foundation rock shear failure area are small;Ⅲ2 level rock area does not handle he case in the settlement for the 1.49mm, treatment options are now under the settlement value of 1.47mm,reduce the 0.02mm, the overallsettlement of the case without dealing with the 10mm, now deal with the program under the settlement value of 7.28mm And reduce the 2.72mm;Does not handle casesⅢ2 level rock near the shear strain is 2.7e-3,in the currenttreatment options in increments of shear strain under 7.6e-4,reduced 2e-3;shear strain does not handle the case was 2.1e-8, earlier processing cases, the shear strain rate of 1.9e-8, reduced 0.2e-8, so the treatment options are beneficial to the stability of the dam.4) Through the right bank of the base surface EL.1 860 ~ 1 830m bench under greenschistin the mechanical response construction of the dam were FLAC3D numerical analysis, mainly in the following understanding: Greenschist in the area does not handle the case the maximum principal stress -17.2MPa, current treatment options in the maximum principal stress under -16.0MPa,which is handling the stress concentration under the program has reduced the scope and magnitude, the largest Principal stress reduced 1.2MPa;plastic deformation region are small, and significantly reduced tension failure zone, the surface of foundation rock shear failure area are small; Greenschist area does not handle he case in the settlement for the 7.8mm, treatment options are now under the settlement value of 0.15mm,reduce the 7.67mm, the overallsettlement of the case without dealing with the 15.9mm, now deal with the program under the settlement value of 13.8mm And reduce the 2.1mm;Does not handle cases Greenschist near the shear strain is 2.16e-2,in the currenttreatment options in increments of shear strain under 1.85e-3,reduced 2e-2;shear strain does not handle the case was 6.9e-8, earlier processing cases, the shear strain rate of 2.63e-8, reduced 4.27e-8, so the treatment options are beneficial to the stability of the dam.5 ) Combined with existing research results and numerical simulation results,recommendations put forward to deal with: Proposed right bank of the base surface EL.1 730 ~ 1 670mⅢ2 level rock bench area for replacement treatment; Above the right bank EL.1 830Ⅲ2 level rock encrypted consolidation grouting of dam foundation rock mass through processing; f14 fault on both sides ofⅢ2 level rock excavation together with f14 fault processing; Right bank of the EL.1 710 ~ 1 620m downstream of the dam toe area and expand theexcavation area of reinforcement; Left Bank near the 1 730 platform,Ⅲ2 level rock bench along with the platform of comprehensive treatment. Recommended base surface exposed in the shallow weathered greenschist replacement by way of treatment, replacement parts can not be completely encryptedby foundation consolidation grouting for processing. |
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