slope stability exercises - geotecnica e ingegneria geotechnics slope stability exercises prof. ing....
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ENVIRONMENTAL GEOTECHNICS
Slope Stability Exercises
Prof. Ing. Marco Favaretti
University of PadovaDepartment of Civil, Environmental and Architectural EngineeringVia Ognissanti, 39 – Padova (Italy)
phone: +39.049.827.7901e-mail: [email protected]: www.marcofavaretti.net
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EXAMPLE 01
Embankment made of cohesive soil cu = 20 kPaφu = 0°γ = 19 kN/m3
Question: determine FoS for the trial circle
The weight of the sliding sector is 346 kN, acting at an eccentricity of 5 m from the centre of rotation.
Disturbing moment = 346 x 5 = 1730 kN mRestoring moment = cu r2 θ = 20⋅92⋅70/180⋅π = 1980 kN m F = 1980/1730 = 1.14
Area of the removed portion = 1.5 ⋅3 = 4.5 m2
Weight of the removed portion = 4.5⋅19 = 85.5 kNEccentricity from O = 5.7 mRelief of disturbing moment = 5.7 ⋅85.5 = 488 kN F = 1980/(1730-488) = 1.6
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Embankmentc’ = 20 kPaφ’ = 20°γ = 19.3 kN/m3
Foundationc’ = 75 kPaφ’ = 7°γ= 19.3 kN/m3
EXAMPLE 02
determine FoS for the trial circles
Classic case of an embankment resting on a stiff layer.
• CIRCLE 01: tangent to the lower layer• CIRCLE 02: crossing the foundation soil
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Embankment
c’ = 20 kPaφ’ = 20°γ = 19.3 kN/m3
EXAMPLE 02 - A
Slice n. Area (m2)
Weight (kN)
N(kN)
T (kN)
1 3.7 71 71 -7
2 8.7 168 163 42
3 11.6 224 191 116
4 7.7 148 104 106
ΣN = 529 ΣT = 257
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EXAMPLE 02 - A
85.1257
192284F
kN 284180767.1020rc
kN 192364.0529tanN
=+
=
=π⋅⋅⋅=θ⋅⋅
=⋅=φ⋅∑
59.1257
192217F
kN 217180587.1020rc
kN 192364.0529tanN
=+
=
=π⋅⋅⋅=θ⋅⋅
=⋅=φ⋅∑
°θ
=⋅=
φ
+°⋅γ
=
58 become
m 96.243.13.19
402
45tanc2h
cracks with
c
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Embankmentc’ = 20 kPaφ’ = 20°γ = 19.3 kN/m3
Foundationc’ = 75 kPaφ’ = 7°γ= 19.3 kN/m3
EXAMPLE 02 - B
Slice n. Area (m2)
Weight (kN)
N(kN)
T (kN)
1 3.7 71 61 -36
2 9.7 187 184 -33
3 16.6 320 316 52
4 19.2 370 322 186
5 14.3 276 162 224
ΣT = 393
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EXAMPLE 02 - B
2.95 becomes F cracks with
39.3393
1691163F
kN 11631804515.920
1808515.975rc
kN 169123.0883364.0162tanN
kN 883 layer lower kN 162 layer upper N
=+
=
=π⋅⋅⋅+π⋅⋅⋅=θ⋅⋅
=⋅+⋅=φ⋅
==
∑
∑
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EXAMPLE 03
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EXAMPLE 03
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EXAMPLE 03
An embankment has a slope of 1V:2H. The soil properties are:c’ = 25 kPa φ’ = 20° γ = 16 kN/m3 H = 31 mUsing Taylor’s charts determine the F value for the slope
From the charts:φ’ = 20° β = 26.6° stability number = 0.017
Step 1: Fφ = 1
1F 96.243.8
25F
kPa 43.8017.03116c 017.0H
c
c
mm
=>>==
=⋅⋅==⋅γ
φ
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EXAMPLE 03
Step 2: Fφ = 1.5
From the charts:
φ’m = artg (tan20°/1.5) = 13.5° β = 26.6° stability number = 0.047
5.1F 07.13.23
25F
kPa 3.23047.03116c 047.0H
c
c
mm
=<<==
=⋅⋅==⋅γ
φ
Step 3: Fφ = 1.35
φ’m = artg (tan20°/1.35) = 15° β = 26.6° stability number = 0.037
35.1F 37.13.18
25F
kPa 3.18037.03116c 047.0H
c
c
mm
=≈==
=⋅⋅==⋅γ
φ
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EXAMPLE 04
Embankmentc’ = 12 kPaφ’ = 20°γ= 19.2 kN/m3
R = 9.15 mθ = 89°
θ
n. hw(m)
u(kPa)
z(m) ru
1 0.654 6.42 0.95 0.352
2 1.958 19.21 2.44 0.41
3 2.44 29.90 3.32 0.376
4 2.02 19.82 3.50 0.295
5 0.246 2.41 1.74 0.072
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EXAMPLE 04
33.19.207
170.6106.5F
kN 6.1701808915.912R'cl'c
89
=+
=
=π⋅⋅⋅=θ⋅⋅=⋅
°=θ
Conventional method
Rigorous method
Trial 1: Fφ = 1.5 43.19.207
297.5F ==
42.19.207
295.8F ==Trial 2: Fφ = 1.43
α⋅φ
+
α=
α
Ftan'tan1
secm1
Conventional method = Fellenius MethodRigorous method = Simplified Bishop Method
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EXAMPLE 04
Fellenius
Simplified Bishop
28.2
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EXAMPLE 05
Conventional method = Fellenius MethodRigorous method = Simplified Bishop Method
Embankmentc’ = 12 kPaφ’ = 20°γ= 19.2 kN/m3
R = 9.15 mθ = 89°
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EXAMPLE 05
Fellenius
Simplified Bishop
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EXAMPLE 05
Fellenius
Simplified Bishop
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EXAMPLE 06-A
φ’ = 30°γ = 18.0 kN/m3
β= ???1. Dry2. Filtrazione // pendioF = 1.25
462.025.1
5774.0tan
tantanF
==β
βφ
=
( )
°=β
=⋅⋅−
=β
βφ
⋅γγ
=
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21.01825.1
5774.081.918tan
tantan'F
sat
1 2
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EXAMPLE 06-B
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EXAMPLE 06-B