High-Precision Strength Evaluation of Rock Materials and Stability Analysis for Rockfill Dams
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1 1st International Symposium on Rockfill Dams High-Precision Strength Evaluation of Rock Materials and Stability Analysis for Rockfill Dams Hiroki SAKAMOTO Research Engineer Public Works Research Institute, JAPAN
2 Contents Introduction Purposes Laboratory tests Material Test method Test result Sliding stability analysis Analysis method Analysis results Conclusions
3 Introduction The seismic performance evaluation method of rockfill dams in japan : Modified seismic coefficient method Shear strength of rock materials : Evaluation of shear strength is defined by curvature approximation. Shear Stress τ Low Confining Pressure Range ϕ Strength Curve C 0 The triaxial compression test can t measurer Normal Stress σ
4 Modified seismic coefficient method Introduction The shallow slip circle is disregarded The minimum depth of slip circle is 5m 1. Test s precision 2. The effect of shallow slip failure D: Depth of slip circle D > 5.0m slip circle Test data by new equipment Stability analysis at shallow slip circle
5 Purposes Investigation of shear strength under low confining pressure condition; - Large-scale triaxial compression tests - Large-scale box shear tests Evaluation of shallow slip stability using above test results, in which the circle depth is less than 5m
6 Laboratory tests Materials Material A Dacite rock currently used in the construction of a rockfill dam Material B Sandstone aggregate of crushed sandstone
7 Laboratory tests Materials Material C Dacite rock currently used in the construction of a rockfill dam
8 Test method Large-scale Triaxial Compression Tests (TCTs) ( Specimen Size (cm) : φ30 H60 ) Large-scale Box Shear Tests (BSTs) ( Specimen Size (cm) : L40 W40 H40 )
9 Test results ( Material A ) Shear Stress at Failure τf (kpa) Unsaturated τ f =4.968 σ n R 2 = Saturated τ f = σ n R 2 =0.997 TCTs (Saturated) BSTs (Saturated) TCTs (Unsaturated) BSTs (Unsaturated) Normal Stress σ n (kpa) Results can be plotted on a single power approximation curve.
10 Test results ( Material A ) Internal Friction Angle φ0 ( ) φ 0 =φmax=62.2 TCTs (Saturated) BSTs (Saturated) Semi-log approximation line σ n0 =18.9kPa ,000 Normal Stress σ n (kpa) φ 0 = log10( 11.6log10(σ n /18.87) Internal friction angle ( φ0) has confining pressure dependency.
11 Test results We confirm that shear strength of rock materials can be approximated by curvature approximation method at low confining pressure range in which box shear test results exist. Shear strength of rock materials have confining pressure dependency.
12 Sliding stability analysis Analysis method :Modified seismic coefficient method 2m 6m 2m h=92m 1:2.75 ロック Rock 1:0.2 コア 1:0.2 Core ロック Rock 1:2.10 H=100m Analysis model 0.4 y/h k/kf 2 3 y: Elevation gap from dam crest H: Dam height k : Seismic force of dam body k F : Design seismic intensity of ground Seismic force coefficient
13 Sliding stability analysis Evaluation method of shear strength : φ 0 method Curvature line τ f (kpa) Straight line σ n (kpa) 15~20 kpa 1m earth covering Shear Stress at Failure τf (kpa) Normal Stress σ n (kpa)
14 Sliding stability analysis Material property for analysis M aterial φ m ax ( ) φ 0 M ethod a σ n 0 (kn /m 2 ) M ohr-c oulom b's F ailure C riterion c (kn /m 2 ) φ ( ) W et W eight (kn /m 3 ) D ry W eight (kn /m 3 ) A R ock B C C ore
15 Analysis results Sliding stability analysis M aterial D at S F m in (m ) m in A B C upstream donw stream S F m in m in SF min : Minimum Safety Factor upstream donw stream D: Depth of slip circle slip circle Shallower slip circle than 5m don t have minimum safety factor.
16 Conclusions We confirm the distribution of shear strength of rock materials can be approximated by curvature approximation method at low confining pressure range. It is made clear that shallower slip circles than 5m don t have minimum safety factor.
17 Thank you for your kind attention!
18 Reference
19 Background The design Shear strength of rock materials : Base on Mohr-Coulomb s failure criterion. Cohesion is zero, only internal friction angle is used for design value. Shear Stress τ Low Confining Pressure Range ϕ ϕ (Design value) C 0 Normal Stress σ
20 Background The problem of evaluation of shear strength The triaxial compression test, (which is the most common strength test for rock materials,) can t assure the test precision under very low confining pressure condition. (σ3< 100kPa ) So, we couldn t check these strength distribution under low pressures is actually like this picture. Develop the method of measurering the shear strength under low confining pressure condition & Eevaluate shear strength of rock materials considering the confining pressure dependency
21 Grain size distribution tion curves of test materials Percentage Fines (%) Material A B C Maximum Grain Size (mm) Uniformity Coefficicent Coefficient of Curvature Material A Material B Material C Grain Size (mm) Silt Dry Density Water Absorption (%) Fine Sand Medium Sand Coarse Sand Fine Gravel Medium Gravel Coarse Gravel
22 Large-scale Triaxial Compression Tests (TCTs) Test and Specimen Condition Test Condition CD condition Saturated / Unsaturated Specimen Size (cm) Relative Density (%) Confining Pressure (kpa) A,B C A,B 90 φ30 H60 C 85 49,98,196,294 (saturated, unsaturated) 49,98,196,294,392,588,785 (saturated) 49,98,196, 392 (unsaturated)
23 Large-scale Box Shear Tests (BSTs) Test Condition Test and Specimen Condition Waterproof Sheet Vertical Roller Specimen Size Waterproof Sheet (cm) Relative Reaction Plate Density (%) Normal Stress (kpa) Water Normal Stress σ n Constant Pressure Condition, Saturated / Unsaturated (Removed friction around the shear box) Loading Plate Specimen 40cm Horizontal Adjustment Bar L40 W40 H40 40cm 90 Water Spacer Water Tank Shear Stress τ 15,25,49,98,196,294 Horizontal Roller
24 Special Safety Inspection of Dams by Site Officers Should be conducted immediately after Earthquakes that generate earthquake motion with maximum acceleration of 25 gal or more observed at the dam foundation or earthquake with Japan Meteorological Agency seismic intensity of 4 or higher Primary Inspection (Visual Inspection) : 410 dams Secondary Inspection (Detailed Visual Inspection & Safety Check Based on Measured Behavior) : 323 dams
25 Results of Special Safety Inspection No severe damage which affects the safety of dams was reported. Cracks generated at dam crest and/or spillway, and increase in leakage/seepage through dam bodies and/or their foundation were reported at several dams. Dam owners continued careful monitoring of dam behavior, and made detailed investigation and repair of their damage.
26 Fujinuma-ike (After Tohoku earthquake) View from left abutment toward the breached portion
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