Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.
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Transcript of Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.
![Page 1: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/1.jpg)
Shear Strength of DiscontinuitiesSlope Stability Analysis
Lecture 5
Earth 691B: Rock Engineering
![Page 2: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/2.jpg)
Outline
• Shear Strength of Discontinuities (Chapter 4, Hoek, 2000)
– Testing– Field Estimates
• Sau Mau Ping Slope Example(Chapters 7 and 8, Hoek, 2000)
– Assumed shear strength values– Test results
– Accounting for data variability
![Page 3: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/3.jpg)
Shear Strength of Joints
Hoek, 2000
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Shear Strength of Joints
Hoek, 2000
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Shear Testing Machine
Hoek, 2000
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Shear Testing Machine
Hoek, 2000
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Shear Strength of Saw Tooth SpecimenPatton (1966)
Hoek, 2000
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Shear Strength of Saw Tooth SpecimenPatton (1966)
Hoek, 2000
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Shear Strength of Discontinuities
JRC = Joint Roughness CoefficientJCS = Joint Wall Compressive Strength
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Hoek, 2000: after Barton and Choubey, 1977)
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Hoek, 2000: Barton, 1982
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Hoek, 2000: Deere and Miller, 1966
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Influence of Scale on JRC and JCS002.0
00
JRC
nn L
LJRCJRC
003.0
00
JRC
nn L
LJCSJCS
Where:JRC0, JCS0 and L0 refer to 100 mm lab scale specimens
JRCn, JCSn and Ln refer to insitu block sizes
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Instantaneous Cohesion and Friction
Hoek, 2000
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Instantaneous Cohesion and Friction
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0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50
Normal Stress, Sigman
Shea
r Str
engt
h, T
au
29 degrees16.996
0.36 MPa
Normal Stress,
Sigma n
Shear Strength,
Tau
Friction Angle,
phi'
Cohesive Strength,
c'MPa MPa Degrees MPa0.36 0.99 1.65 58.82 0.390.72 1.54 1.42 54.91 0.511.44 2.48 1.21 50.49 0.732.88 4.07 1.03 45.85 1.115.76 6.78 0.87 41.07 1.76
11.52 11.34 0.73 36.22 2.9123.04 18.97 0.61 31.33 4.9546.07 31.53 0.50 26.40 8.67
INPUT Parameters:
dTau / dSigma n
Barton Shear Strength Criterion
Basic friction angle, phib
Joint roughness coefficient, JRCJoint compressive strength, JCSMinimum normal stress, Sigman min
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c' (MPa) (degrees) c' (MPa) (degrees)Basalt Clayey basaltic breccia, wide variation from clay to
basalt content0.24 42
Bentonite seam in chalk 0.015 7.5Thin layers 0.09 to 0.12 12 to 17Triaxial tests 0.06 to 0.1 9 to 13Triaxial tests 0 to 0.27 8.5 to 29Direct shear tests 0.03 8.5
Clays Over-consolidated, slips, joints and minor shears 0 to 0.18 12 to 18.5 0 to 0.003 10,5 to 16Triaxial tests 0.06 32Stratification surfaces 0 19 to 25
Coal measure rocks Clay mylonite seams, 10 to 25 mm 0.012 16 0 11 to 11.5Dolomite Altered shale bed, +/- 150 mm thick 0.04 14.5 0.02 17Diorite, granodiorite, porphyry Clay gouge (2% clay, PI = 17%) 0 26.5
Clay filled faults 0 to 0.18 24 to 45Sandy loam fault filling 0.05 40Tectonic shear zone, schistose and broken granites, disintegrated rock and gouge
0.24 42
Greywacke 1 - 2 mm clay in bedding planes 0 216 mm clay layer 0 1310 - 20 mm clay fillings 0.1 13 to 14< 1 mm clay filling 0.05 to 0.2 17 to 21Interbedded lignite layers 0.08 38Lignite / marl contact 0.1 10
Limestone Marlaceous joints, 20 mm thick 0 25 0 15 to 24Lignite Layer between lignite and clay 0.014 to 0.03 15 to 17.5Montmorillonite 0.36 14 0.08 11Bentonite Clay 0.016 to 0.02 7.5 to 11.5
100-150 mm thick clay filling 0.03 to 0.08 32Stratification with thin clay 0.61 to 0.74 41Stratification with thick clay 0.38 31
Slates Finely laminated and altered 0.05 33Quartz / kaolin / pyrolusite Remoulded triaxial tests 0.042 to 0.09 36 to 38
Shear Strength of Filled Discontinuities (Barton, 1974)
80 mm seams of bentonite clay in chalk
Peak Residual
Bentonite
Bentonitic Shale
Schists, quartzites and siliceous schists
Rock Description
Clay Shale
Granite
Limestone
Limestone, marl and lignites
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Slope Stability Calculations
• Preliminary estimate of joint strength with sensitivity analysis of Factor of Safety (Recall from Lecture 2)
• Joint strength assessment from laboratory testing with Factor of Safety Calculation
• Using @Risk to include consideration of material variability
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Sau Mau Ping Road, Hong KongHoek, 2000
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Sau Mau Ping Road, Hong Kong
Hoek, 2000
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Hoek, 2000
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Hoek, 2000
Sau Mau Ping Road, Hong Kong
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Planar Failure
Hoek and Bray, 1981
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Conditions?Release surfaces
Failure Plane
For sliding: f > p >
Hoek and Bray, 1981
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Tension Crack in Upper Surface
]cotcot)1[( 2
22
1 fpw H
zHW
Hoek and Bray, 1981
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Tension Crack in Slope Face
)]1tan(cotcot)1[( 222
1 fppw H
zHW
Hoek and Bray, 1981
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Sensitivity AnalysisHoek, 2000
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Slope Stability Calculations
• Preliminary estimate of joint strength with sensitivity analysis of Factor of Safety (Recall from Lecture 2)
• Joint strength assessment from laboratory testing with Factor of Safety Calculation
• Using @Risk to include consideration of material variability
![Page 30: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/30.jpg)
Testing Results
Test data from Hencher and Richards, 1982
Hoek, 2000
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Factor of Safety Against Sliding• 14 foot tension crack half filled with water
• Earthquake acceleration = 0.08g
• Preliminary Field Estimate based on general published rock shear strength data: = 35, c = 10 FofS = 1.04 (used in Chapter 8) = 38, c = 12.5 FofS = 1.2 (interpreted from
graph on previous page)
• Based on re-analysis with shear strength data from Hencher and Richards (1982): = 48, c = 0 FofS = 1.22 (as noted by Hoek, 2000) = 56, c = 0 FofS = 1.63
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Slope Stability Calculations
• Preliminary estimate of joint strength with sensitivity analysis of Factor of Safety (Recall from Lecture 2)
• Joint strength assessment from laboratory testing with Factor of Safety Calculation
• Using @Risk to include consideration of material variability
![Page 33: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/33.jpg)
Probabilistic Analysis• Mathematical method for inclusion
of uncertainty and variability in deterministic slope stability analysis
Hoek, 2000
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Definitions
• Probability Density Function
• Cummulative Distribution Function
• Sample Mean
• Probability Distributions
• Sampling Techniques
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Probability Density Function
Hoek, 2000
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Cumulative Distribution Function
Hoek, 2000
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Sample Mean
• Assuming that there are n individual test values xi , the mean x is given by:
• Example application is to analyze results from laboratory uniaxial compression test data.
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Measures of Data Distribution
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Normal Distribution
• Most common type of distribution.
• Generally used for probabilistic studies in geotechnical engineering, unless there are good reasons for selecting a different distribution.
• Generally the best estimates for the true mean, , and the true standard deviation, , are given by the sample mean and standard deviation: = x and = s.
x -for 2
21
exp
f :ion) Distribut(Normal PDF
2
x
x
x
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Other Distributions
Occurrence of earthquakes or rockburstsLength of joints in a rockmass
Lifetime of devices in reliability testsPoint load tests on rock core (in which high values rarely occur)
Weibul
Other Statistical Distribution Functions
Very versatile
Crushing of aggregates (multiplicative mechanism)
Beta
Exponential
Lognormal
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Sampling Techniques
Analysis involves sampling a distribution function.
• Monte Carlo: uses random numbers to sample distributions. If sufficient numbers used, generate a distribution of values for the end product (i.e. factor of safety calculation).
• Latin Hypercube: stratified sampling with random selection within each stratum. Comparable answers to Monte Carlo with fewer samples.
![Page 42: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/42.jpg)
Sampling Techniques
• Generalized Point Estimate method: – Two point estimates are made at one standard deviation
on either side of the mean ( ) from each distribution representing a random variable.
– The factor of safety is calculated for every possible combination of point estimates, producing 2 n solutions, where n is the number of random variables involved.
– The mean and the standard deviation of the factor of safety are then calculated from these 2 n solutions.
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Probabilistic Analysis of the Sau Mau Ping Slope
1. Fixed dimensions:Overall slope height, H = 60 mOverall slope angle, f = 5Failure plane angle, p = 3Unit weight of rock, r = 2.6 tonnes/m3
Unit weight of water, w = 1.0 tonnes/m3
2. Mean values of Random variables:Friction angle on joint surface, = 3Cohesive strength of joint surface, c = 10 tonnes/m2
Depth of tension crack, z = 14 mDepth of water in tension crack, zw = z/2Horizontal earthquake:gravitational acceleration, = 0.08
![Page 44: Shear Strength of Discontinuities Slope Stability Analysis Lecture 5 Earth 691B: Rock Engineering.](https://reader036.fdocuments.us/reader036/viewer/2022062409/56649eaa5503460f94bafd53/html5/thumbnails/44.jpg)
Factor of Safety Calculation
Hoek, 2000
Overall slope height H = 60 metres zcalc = 14.0 metres
Overall slope angle psif = 50 degrees A = 80.2 m2
Failure plane angle psip = 35 degrees W = 2392.4 tonnes
Unit weight of rock gammar = 2.6 t/m3 U = 561.6 tonnes
Unit weight of water gammaw = 1 t/m3 V = 98.1 tonnesReinforcing force T = 0 tonnes Capacity = 1664.5 tonnesReinforcing angle theta = 0 degrees Demand = 1609.4 tonnes
Factor of Safety = 1.03
Slope Stability AnalysisSau Mau Ping Road: with a water filled tension crack above the slope crest
Fixed quantities: Calculated quantities:
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Probability of Failure CalculationHoek, 2000
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Probability of Failure Calculation
(7.6) tancot1 pfHz
)tan/tan1(max fpHz
Hoek, 2000
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Probability of Failure CalculationHoek, 2000
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Probabilistic Data Analysis
“For many applications it is not necessary to use all of the information contained in a distribution function and quantities summarised only by the dominant features of the distribution may be adequate.”