TIMOTHY D. STARK & JIALE LIN University of Illinois at Urbana...

Dynamic Analysis of Fundao Tailings Dam Failure

Presented by: TIMOTHY D. STARK & JIALE LIN

University of Illinois at Urbana-Champaigntstark@Illinois.edu

Presented to:

51st Geotechnical Engineering ConferenceUniversity of Kansas

Lawrence, KansasNovember 14, 2019

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Fundao Failure Outline

• 5 November 2015 Failure• Chronology of events• Field observations• Subsurface investigation• Effect of blasting and earthquakes• Slope stability analyses• Summary

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2015 Fundao Tailings Dam Failure

Left photo: https://www.theguardian.com/world/2018/feb/28/brazil-dam-collapse-samarco-fundao-mining Right photo: lindsaynewlandbowker - WordPress.com

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19 deaths

2015 Flow Failure

Photo from: bbc.com

Photos from: abc.net.auT.D.Stark-Slides-©

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https://www.youtube.com/watch?v=zy41SxJsSbM

2015 Flow Failure Videos

https://www.youtube.com/watch?v=k0PWRiEWMTY

https://www.youtube.com/watch?v=WMHqSp7lse8

•1:00 – 1:45

•3:36 – 4:17

•5:14 – 6:10

Flow of Tailings

Fundao

Image from: https://www.samarco.com/en/rompimento-da-barragem-de-fundao/

5.5 M m3 of tailings traveled 537 km to mouth of Doce River

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Photo from: miningreview.com

Flow of Tailings

17+ deaths and 16+ non fatal injuries

Tailings entering Atlantic Ocean

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2D Cross-Sections - 02

(Morgenstern et al., 2016)

116 Piezometers & Water Levels

Piezometric Level

T.D.Stark-Slides-© (Morgenstern et al., 2016)

A-A’ 02

Piezometric Surface

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Blanket Drains

funneling seepage flow(Morgenstern et al., 2016)

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El. 826 m blanket drains

El. 860 m blanket drains

Blanket Drains

Witness Location and Description

#1: worker standing on plateau, felt it begin to move beneath him and crack around him, detaching from the setback slope, and moving downstream.

#2, #3, and 5: slope movement having propagated “from the bottom up” on the lower benches, not from the crest down, placing the seat of movement at lower elevations.

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#9: Avalanche of mud-like tailings cascaded down. The starter dam had no movement

#5: Crack open up along crest of left abutment setback and propagating in both direction

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Left Abutment Overview

White dashed line represents crack locationa small bulldozer on bench at El. 875 m moving or being pushed outward

Outline

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Pre-Failure CPT and SPT locations

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Cross-Section 02– Left Abutment

CrackScarp

FUND15-SPTFUND06-CPT FUND16-CPT

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FUND 07-CPT

SandSlope SandPlateau SandToe

Cross-Section 02– Left Abutment18/58

Sand tailings and slime particle distribution

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Boundaries for most liquefiable soil (Ishihara et al., 1989)

Sand tailings and slime particle distribution

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Boundaries for most liquefiable soil (Ishihara et al., 1989)

Composition of Sand tailings and slime

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Sand tailings mainly comprise loose sand and silt, high potential to liquefy

y21/58

Pre-Failure Blasts & Earthquakes

Table 2.1: Pre-failure mine blasts and earthquakes on 5 November 2015 (Atkinson, 2016)

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Local TimeMoment

Magnitude Mw

Distance from

FundaoIndentification

PHGA DurationReference(g) (second)

1:01:49 PM 2.1 2.6 km mine blast 0.0001g <5 Dowding (1996)

1:06:06 PM 2.3 2.6 km mine blast 0.00004 <5 Dowding (1996)

2:12:15 PM 2.2 <2 km earthquake (foreshock) 0.06 70 Atkinson

(2016)

2:13:51 PM 2.6 <2 km earthquake (main shock) 0.08 80 Atkinson

(2016)

2:16:03 PM 1.8 <2 km earthquake (aftershock) 0.06 60 Atkinson

(2016)

Blast induced ground motion

Magnitude 2.3 (2.1) is equivalent to 620 kg (330 kg) of TNT.Distance of 2.6 km

R = distance,c = particle propagate velocityW = weight of TNT per delayρ = density of rock/soil

M = 2.45 + 0.73*Log(Y)

Blasts had no significant impactT.D.Stark-Slides-©

Pre-Failure Blasts & Earthquakes

Local TimeMoment

Magnitude Mw

Distance from

FundaoEvent

2:12:15 PM 2.2 <2 km earthquake (foreshock)

2:13:51 PM 2.6 <2 km earthquake (main shock)

2:16:03 PM 1.8 <2 km earthquake (aftershock)

3:45 PM Dam Failure

Pre-failure earthquakes on November 5, 2015 (Atkinson, 2016)

Eyewitness Accounts:- Shaking strong enough to cause computer to fall from tabletop and minor structural

cracking (Morgenstern et al., 2016)- Viviane Rezende – 2nd eqk shook truck on dam- Daviely Silva – Desk shaking & broken glass- MMI ~ 5 to 6

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Pre-Failure Blasts & EarthquakesEyewitness Accounts of 11/5/15 Earthquakes:- Shaking strong enough to cause computer to fall from tabletop and minor structural

cracking (Morgenstern et al., 2016)- Viviane Rezende – 2nd eqk shook truck on dam- Daviely Silva – Desk shaking & broken glass- MMI ~ 5 to 6- M ~ 4 to 5

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https://earthquakenepal2015.weebly.com/the-richter-scale-and-modified-mercalli-intensity-scale.html

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Cumulative Moment Magnitude from ru

Moment magnitude/Richter magnitude SandSlope SandPlateau SandToe

Hypo central

distance and magnitude

2 km 3.4/ 3.5/ 3.45/5 km 4.2/ 4.3/ 4.2/

10 km 4.8/ 5.0/ 4.9/

Reference: Atkinson, G. (2015). Ground Motion Prediction Equation for Small-to-Moderate Events at Short Hypocentral Distances, with Application to Induced-Seismicity Hazards. Bull. Seism. Soc. Am., 105, doi: 10.1785/0120140142

CrackScarp

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FUND 07-CPT

Cross-Section 02– Left Abutment27/58

Pre-Failure CPT Data-FUND 06-CPT

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Tailings SandSlope:Depth = 4.25 m

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Pre-Failure Site Response Analysis

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SandSlope

Tailings SandSlope:Depth = 4.25 m

Magnitude Scaling Factor

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Idriss and Boulanger (2014)

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• CRRL(σ’0=?) = CRRL(σ’ =1 tsf) *(Kσ)σ’0 = insitu effective vertical stress

CrackScarp

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FUND 07-CPT

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Idriss and Boulanger (2010) K0 = 0.45 and Q = 10

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Tailings SandSlope :- Apparent fines content ~ 10%- Clay size fraction < 2% (Morgenstern et al., 2016)- Silt deposit has no cohesion

Excess Pore Pressure Ratio

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Marcuson, W. F., Hynes, M. E., and Franklin, A. G., (1990). “Evaluation and use of residual strength in seismic safety analysis of embankments.” Earthquake Spectra, 6(3), 529–72.

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Tailings SandSlope :- Apparent fines content ~ 10%- Clay size fraction < 2% (Morgenstern et al., 2016)- Silt deposit has no cohesion

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#4: waves developed in the central portion of the reservoir, accompanied by cracks forming on the left side and blocks of sand moving up and down on the left abutment setback

Sand boils

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Tailings SandToe:- Apparent fines content ~ 10% & Depth = 3.76 m

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Depth = 3.8 m

Pre-Failure SPT Data-FUND 15-SPT

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Tailings SandPlateau:- Apparent fines content ~ 10%- Clay size fraction < 2% (Morgenstern et al., 2016)- Silt deposit has no cohesion

Pre-Failure SPT Data-FUND 15-SPT

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Depth = 5.0 m

Cross-Section 02 – Main Shock

CrackScarp

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ru = 0.11ru ~ 0.5ru = 0.3

Static ru =0.17 SandSlope SandPlateau SandToe

Cross-Section 02 – Fore and After Shocks

CrackScarp

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ru = 0.07ru ~ 0.2ru = 0.13

Cross-Section 02 – Total ru Values

CrackScarp

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ru = 0.42ru ~ 1.00ru = 0.73

Static ru =0.17

SandSlope and SandToe => liquefied strength

SandSlope SandToe SandPlateau

Pre-Failure Blasts & EarthquakesTable 2.1: Pre-failure blasts and earthquakes on 11/5/ 2015 (Atkinson, 2016)

Failure 1.5 hours after shaking – NO seismic coefficient (Marcuson et al., 2003)

Local Time

Moment Magnitude Mw

Dsitance from Fundao

Identification ru for SandToe

ru for SandPlateau

ru for SandSlope

1:01:49 PM 2.1 2.6 km mine blast 0 0 0

1:06:06 PM 2.3 2.6 km mine blast 0 0 0

Static ru 0.17 0.17 0.17

2:12:15 PM 2.2 <2 km earthquake

(foreshock) 0.13 0.07 0.2

(main shock) 0.3 0.11 0.5

(aftershock) 0.13 0.07 0.2

3:45:00 PM

Dam Failure

ru increase 0.56 0.25 0.9

Total ru=static+dynamic 0.73 0.42 1

Figure . excess pore water pressure generation during cyclic loading with CSR =0.05 (reprinted from Morgenstern et al., 2016)The first solid points represent the pore pressure generation after 30 cycles loading with CSR =0.01. Some amount of pore water pressure is built up on three test within a few cycles with CSR = 0.05. Comment: The value of first red solid point is inconsistent with that presented on the table on page 2 of attachment D5

Excess pore water pressure

Critical state line – SandSlope

Liquefied

Critical state line – SandPlateau

Not Liquefied

Critical state line – SandSlope

Liquefied

Outline

Cross-Section 02 – Total ru Values

CrackScarp

ru = 0.42ru ~ 1.00ru = 0.73

SandSlope and SandToe => liquefied strength

Light Blue, Pink and Magenta Layer ru

Each dynamic event generates excess pore water pressure that reduces shear resistance along left abutment

ru = 0.13 /0.07/0.2

Static ru = 0.17

Initial Condition: ru=0.17

Final State:ru = 0.73/0.42/1.0

ru = 0.3 /0.11/0.5

ru = 0.13 /0.07/0.2

Limit Equilibrium Input Parameters

Material Type Color Strength

Typecohesion

(kPa)φ (°)

Liquefied su/σv' Ratio

Sand Tailing 　Mohr-Coul

omb 　 33 　　

Compacted Sand 　Mohr-Coul

omb 5 35 　　

Foundation 　Mohr-Coul

omb 　 40 　　

SandToe　

Mohr-Coulomb 　 22 0.03

SandPlateau　

Mohr-Coulomb 　 22 　 0.42

SandSlope　

Mohr-Coulomb 　 22 0.03

Global Stability

Initial Global FS ~ 2.0

After Shallow Movement FS <1.0

SandSlope SandPlateau

SandToe

Summary

• Tailings dam stability- consider dynamic loads

• Fundao Tailings Dam Failure- accumulation of excess pore-water pressures

• Tailings Dam Failure usually results in an EnvironmentalProblem

Dynamic Analysis of Fundao Tailings Dam Failure

Presented by: TIMOTHY D. STARK & JIALE LIN

University of Illinois at Urbana-Champaigntstark@Illinois.edu

Presented to:

51st Geotechnical Engineering ConferenceUniversity of Kansas

Lawrence, KansasNovember 14, 2019

Panel’s failure mechanism

Lateral extrusion of slime leading to collapse loose sand above it

Mobilized Instability Ratio

- Static ru = ?- γ*h = 52 m (18.0 kN/m3) = 936.0 kPa - u = 40 m (9.81 kN/m3) = 392.4 kPa- Static ru = 392.4 kPa/936.0 kPa = 0.42 - Static ru = 0.42

- MIR = Δσ/σ’m- Δσ = σ’1 − σ’3- σ’m = σ’1 + σ’2 + σ’3

- FSLiq = ?- FSLiq = 3 to 4- Seismic ru = 0.0 to 0.1 - Static ru = 0.42 - Total ru < 0.7 so NO liquefied strength

- MIR = Δσ/σ’m- Δσ = σ’1 − σ’3- σ’m = σ’1 + σ’2 + σ’3

Horizontal displacement contours

Low shear strength was assign to slime layer. Global failure surface will not match that from field observation

Stability Analysis & Mobilized Instability Ratio65/58

Slime configuration in Section 01

Predominantly slimes – 100% slimes properties;Mixed sand and slimes – 50:50 sand and slimes properties; Interbedded slimes – 20% slimes properties and 80% sand properties; and Isolated slimes – 100% sand properties

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