PREFACE APPENDIX A.4R: Report on Laboratory ...casinomining.com/_resources/proposal/A.04R_Report_on...Assessment Report A.4r Report on Laboratory Geotechnical Testing of Tailings Materials

CASINO PROJECT | Supplementary Information Report | Mar 2015

Volume A.ii: Project introduction & oVerView

Volume A.iii: BioPhysicAl VAlued comPonents

Volume A.V: AdditionAl yesAA reQuirements

Volume A.iV: socio-economic VAlued comPonents

Introduction Employment and Income

Employability

Community Vitality

Community Infrastructure and Services

Economic Development and Business Sector

Cultural Continuity

Land Use and Tenure

First Nations and Community Consultation

A.4 Project Description

A.3 Project Location

A.5 Effects Assessment Methodology

A.1A Concordance Table to the Executive Committee’s Request for Supplementary Information

A.4A Tailings Management Facility Construction Material Alternatives

A.2A Traditional Knowledge Bibliography

A.4B Information on Alternative Access Road Alignments

A.4c Feasibility Design of the Heap Leach Facility

A.4d Report on the Feasibility Design of the Tailings Management Facility

A.4F Waste Storage Area and Stockpiles Feasibility Design

A.4e Results of Additional Lab Testing of Leach Ore

A.4G Updated Hydrometeorology Report

A.4h Cold Climate Passive Treatment Systems Literature Review

A.4i Open Pit Geotechnical Design

A.4l Revised Tailings Management Facility Seepage Assessment

A.4m Processing Flow Sheets

A.4n Scoping Level Assessment of Casino Property

A.4o Advanced Metallurgical Assessment of the Casino Copper Gold Project

A.4P Production of Environmental Tailings Samples for the Casino Deposit

A.4Q Mine Site Borrow Materials Assessment Report

A.4r Report on Laboratory Geotechnical Testing of Tailings Materials

A.4j Laboratory Evaluation of the SO2/Air and Peroxide Process

A.4K Metal Uptake in Northern Constructed Wetlands

Effects of the Environment on the Project

Accidents and Malfunctions

Environmental Management

Environmental Monitoring Plans

Conclusions

References

Waste and Hazardous Materials Management Plan

Spill Contingency Management Plan

Sediment and Erosion Control Management Plan

Invasive Species Management Plan

ML/ARD Management Plan

Liquid Natural Gas Management Plan

Socio-Economic Management Plan

Road Use Plan

Economic Impacts of the Casino Mine Project

Heritage Resources Assessment Areas

Heritage Sites Summary

Terrain Features

Water Quality

Air Quality

Noise

Fish and AquaticResources

Wildlife

Rare Plants and Vegetation Health

Variability Water Balance Model Report

Water Quality Predictions Report

Potential Effects of Climate Change on the Variability Water Balance

Updated Appendix B5 to Appendix 7A

2008 Environmental Studies Report: Final

Casino Mine Site Borrow Sites ML/ARD Potential

2013-2014 Groundwater Data Report

Emissions Inventory for Construction and Operations

Casino Geochemical Source Term Development: Appendix B

Extension of Numerical Groundwater Modelling to include Dip Creek Watershed

The Effect of Acid Rock Drainage on Casino Creek

Casino Kinetic Testwork 2014 Update for Ore, Waste Rock and Tailings

Preliminary Risk Assessment Metal Leaching and Acid Rock Drainage

Toxicity Testing Reports

Appendix A2 to Casino Waste Rock and Ore Geochemical Static Test As-sessment Report: Cross-Sections

Updated Fish Habitat Offsetting Plan

Wildlife Mitigation and Monitoring Plan V.1.2.

Moose Late Winter Habitat Suitability Report

Fish Habitat Evaluation: Instream Flow and Habitat Evaluation Procedure Study

Wildlife Baseline Report V.2

A.1

A.2

A.6

A.7

A.13 A.20

A.21

A.22

A.23

A.24

A.25

A.14

A.16

A.17

A.15

A.18

A.19

A.7A

A.22A

A.22B

A.22c

A.22d

A.22h

A.22G

A.22F

A.22e

A.7B

A.7c

A.13A

A.18A

A.18B

A.7d

A.7e

A.7K

A.7m

A.8A

A.7l

A.7n

A.7F

A.7i

A.7j

A.7G

A.7h

A.8

A.9

A.10

A.12

A.11

A.10A

A.12A

A.12c

A.10B

A.12B

Volume A.i: PREFACE

Volume A.ii: Project introduction & oVerView

Volume A.iii: BioPhysicAl VAlued comPonents

Volume A.V: AdditionAl yesAA reQuirements

Volume A.iV: socio-economic VAlued comPonents

Introduction Employment and Income

Employability

Community Vitality

Community Infrastructure and Services

Economic Development and Business Sector

Cultural Continuity

Land Use and Tenure

First Nations and Community Consultation

A.4 Project Description

A.3 Project Location

A.5 Effects Assessment Methodology

A.1A Concordance Table to the Executive Committee’s Request for Supplementary Information

A.4A Tailings Management Facility Construction Material Alternatives

A.2A Traditional Knowledge Bibliography

A.4B Information on Alternative Access Road Alignments

A.4c Feasibility Design of the Heap Leach Facility

A.4d Report on the Feasibility Design of the Tailings Management Facility

A.4F Waste Storage Area and Stockpiles Feasibility Design

A.4e Results of Additional Lab Testing of Leach Ore

A.4G Updated Hydrometeorology Report

A.4h Cold Climate Passive Treatment Systems Literature Review

A.4i Open Pit Geotechnical Design

A.4l Revised Tailings Management Facility Seepage Assessment

A.4m Processing Flow Sheets

A.4n Scoping Level Assessment of Casino Property

A.4o Advanced Metallurgical Assessment of the Casino Copper Gold Project

A.4P Production of Environmental Tailings Samples for the Casino Deposit

A.4Q Mine Site Borrow Materials Assessment Report

A.4r Report on Laboratory Geotechnical Testing of Tailings Materials

A.4j Laboratory Evaluation of the SO2/Air and Peroxide Process

A.4K Metal Uptake in Northern Constructed Wetlands

Effects of the Environment on the Project

Accidents and Malfunctions

Environmental Management

Environmental Monitoring Plans

Conclusions

References

Waste and Hazardous Materials Management Plan

Spill Contingency Management Plan

Sediment and Erosion Control Management Plan

Invasive Species Management Plan

ML/ARD Management Plan

Liquid Natural Gas Management Plan

Socio-Economic Management Plan

Road Use Plan

Economic Impacts of the Casino Mine Project

Heritage Resources Assessment Areas

Heritage Sites Summary

Terrain Features

Water Quality

Air Quality

Noise

Fish and AquaticResources

Wildlife

Rare Plants and Vegetation Health

Variability Water Balance Model Report

Water Quality Predictions Report

Potential Effects of Climate Change on the Variability Water Balance

Updated Appendix B5 to Appendix 7A

2008 Environmental Studies Report: Final

Casino Mine Site Borrow Sites ML/ARD Potential

2013-2014 Groundwater Data Report

Emissions Inventory for Construction and Operations

Casino Geochemical Source Term Development: Appendix B

Extension of Numerical Groundwater Modelling to include Dip Creek Watershed

The Effect of Acid Rock Drainage on Casino Creek

Casino Kinetic Testwork 2014 Update for Ore, Waste Rock and Tailings

Preliminary Risk Assessment Metal Leaching and Acid Rock Drainage

Toxicity Testing Reports

Appendix A2 to Casino Waste Rock and Ore Geochemical Static Test As-sessment Report: Cross-Sections

Updated Fish Habitat Offsetting Plan

Wildlife Mitigation and Monitoring Plan V.1.2.

Moose Late Winter Habitat Suitability Report

Fish Habitat Evaluation: Instream Flow and Habitat Evaluation Procedure Study

Wildlife Baseline Report V.2

A.1

A.2

A.6

A.7

A.13 A.20

A.21

A.22

A.23

A.24

A.25

A.14

A.16

A.17

A.15

A.18

A.19

A.7A

A.22A

A.22B

A.22c

A.22d

A.22h

A.22G

A.22F

A.22e

A.7B

A.7c

A.13A

A.18A

A.18B

A.7d

A.7e

A.7K

A.7m

A.8A

A.7l

A.7n

A.7F

A.7i

A.7j

A.7G

A.7h

A.8

A.9

A.10

A.12

A.11

A.10A

A.12A

A.12c

A.10B

A.12B

Volume A.i: PREFACE

VOLUME A.II: PROJECT INTRODUCTION & OVERVIEW

APPENDIX A.4R: Report on Laboratory Geotechnical Testing of Tailings Materials

CASINO MINING CORPORATION

CASINO COPPER-GOLD PROJECT

PREPARED FOR:

Casino Mining Corporation

2050 - 1111 West Georgia St.

Vancouver, BC V6E 4M3

VA101-325/8-1

Rev 0

December 21, 2012

REPORT ON LABORATORY GEOTECHNICAL

TESTING OF TAILINGS MATERIALS

Knight Piésold www.knightp ieso ld .com

C O N S U L T I N G

PREPARED BY:

Knight Piésold Ltd.

Suite 1400 – 750 West Pender Street

Vancouver, BC V6C 2T8 Canada

p. +1.604.685.0543 • f. +1.604.685.0147



REPORT ON LABORATORY GEOTECHNICAL TESTING OF TAILINGS MATERIALS

I of III VA101-325/8-1 Rev 0December 21, 2012

EXECUTIVE SUMMARY

A laboratory testing program has been conducted to determine the geotechnical characteristics of the Casino tailings materials. The tailings sample provided by Casino Mining Corporation for testing represents Non Acid Generating (NAG) Whole Tailings. This sample was used to generate representative samples of tailings Cyclone Overflow (fine tailings) and Cyclone Underflow (sand) materials. A sample of Potentially Acid Generating (PAG) tailings (with pyrite) was not available for testing at this time.

The test program included index testing to enable geotechnical classification of the materials, and slurry settling, air drying, consolidation and permeability testing to determine the characteristics of the Whole Tailings and Cyclone Overflow following deposition and for a range of conditions (representative of expected field conditions).

The Whole Tailings material can generally be described as non-plastic sand and silt with trace clay. The particle size distribution of the Whole Tailings sample comprises approximately 58% fine sand, 35% silt and 7% clay. The Cyclone Overflow sample was generated to a target particle size distribution with approximately 75% fines (silt and clay fractions). The resulting cyclone overflow material comprised approximately 23% sand, 69% silt and 8% clay (77% total fines). Similarly, the Cyclone Underflow sample was generated for a target particle size distribution with a maximum of 15% fines. The resulting cyclone underflow material comprised approximately 85% sand, 13% silt and 2% clay (15% total fines).

The specific gravity of the tailings solids was determined to be 2.70 for the Whole Tailings sample, 2.71 for the Cyclone Overflow sample, and 2.80 for the Cyclone Underflow sample.

Undrained settling, drained settling and air drying tests were carried out on slurry samples of the Whole Tailings and Cyclone Overflow. The Whole Tailings slurry was tested at a target solids content of 55%, corresponding to the current design value. The Cyclone Overflow slurry was tested at three solids contents (approximately 25%, 40% and 55%) to provide information on the effect of initial slurry solids content on the settling and permeability characteristics of the material and the effect on water recovery and achieved density. Slurry settling (sedimentation) tests provide an estimate of the density to which the tailings slurry will settle in a sub-aqueous environment, under undrained and drained conditions. These tests provide an indication of the tailings dry density achieved in a storage facility after settling and before any significant consolidation or air drying occurs. Air drying tests were carried out on the tailings samples to determine the effect of air drying after initial slurry settling and removal of supernatant water.

The undrained settled dry density of the Whole Tailings slurry is 1.0 tonnes/m3. The drained settled dry density is 1.09 tonnes/m3. The undrained settled dry density of the Cyclone Overflow varies from 0.8 tonnes/m3 (initial slurry solids content of 25%) to 1.07 tonnes/m3 (initial solids content of 55%). The drained settled dry density varies from 0.95 tonnes/m3 to 1.2 tonnes/m3. The dry densities achieved for drained settling are approximately 10% to 20% higher than those for undrained settling, with the larger increase occurring for Cyclone Overflow slurry with lower initial solids content.

Air drying of the tailings materials produces a significant increase in dry density over those from the undrained and drained settling tests. The highest densities are achieved for slurries with higher initial solids content (dry densities of 1.35 tonnes/m3 for the Whole Tailings and 1.44 tonnes/m3 for




II of III VA101-325/8-1 Rev 0December 21, 2012

the Cyclone Overflow sample with an initial slurry solids content of 55%). As expected, the amount of water recovered is highest for tailings slurries with lower initial solids content (higher initial water content). Supernatant water recovery from settled Cyclone Overflow with an initial slurry solids content of 25% is expected to be approximately 75%.

Laboratory tests carried out to determine the consolidation and permeability characteristics of the Whole Tailings and Cyclone Overflow included Slurry Consolidometer testing, Low Stress Slurry Consolidation tests and Falling Head Permeability tests (conducted on settled tailings after completion of drained settling tests). Relationships between coefficient of consolidation, void ratio and vertical coefficient of permeability to effective stress have been developed for both of these tailings materials. Calculated coefficients of consolidation for the Whole Tailings range from 100 m2/year at very low stresses to over 1000 m2/year at high stresses. Calculated coefficients of consolidation for the Cyclone Overflow range from 25 m2/year at very low stresses to over 1000 m2/year at high stresses.

Measured vertical permeability values for the Whole Tailings and Cyclone Overflow decrease with increasing effective stress. The permeability of the Whole Tailings ranges from approximately 1 x 10-4 cm/sec at low stresses (representing unconsolidated or fresher tailings near surface) to about 1 x 10-6 cm/sec at high stresses, corresponding to a reduction in void ratio (representing more consolidated or deeper tailings within the deposit). Similarly, the permeability of the Cyclone Overflow ranges from approximately 5 x 10-5 cm/sec at low stresses to about 1 x 10-6 cm/sec at high stresses.

Compaction, shear strength and permeability tests were carried out on the laboratory manufactured Cyclone Underflow sample. The shear strength and permeability tests were carried out over a large range of confining stresses to examine the influence of high confining stresses (corresponding to a large dam height) on the strength and permeability values. The optimum moisture content of the Cyclone Underflow sample was determined to be 16.7% and the maximum dry density was 1,559 kg/m3. The shear strength of the cyclone sand is defined by an average effective friction angle of 36 degrees and zero cohesion. The potential strength characteristics of the cyclone sand over a large stress range have been examined by comparison of the laboratory test data to published information on the non-linear strength characteristics of similar granular materials (angular sands). This information suggests that the effective friction angle of the cyclone sand may be greater than 36 degrees at low confining stresses but potentially lower at very high stresses. However, the laboratory test results for the Cyclone Underflow sample suggest that there is no apparent loss of strength at the higher stresses, over the stress range tested.

Permeability values determined for the Cyclone Underflow show a general trend of reducing permeability with increasing confining stress. This decrease is the result of the decrease in material density and potentially from the generation of finer particles due to particle crushing. However, the results do not appear to indicate a dramatic decrease in permeability at high stresses, which would be indicative of significant particle crushing and changes to the fines content of the material. The permeability of the Cyclone Underflow ranges from approximately 2 x 10-3 cm/sec at lower stresses to about 5 x 10-4 cm/sec at high stresses (approximately 3000 kPa). Extrapolation of these results suggests that the permeability of the Cyclone Underflow will remain greater than 1 x 10-4 cm/sec at very high stresses of about 4000 to 5000 kPa.




III of III VA101-325/8-1 Rev 0December 21, 2012

It is recommended that laboratory testing is also carried out on a representative sample of PAG tailings for future design studies.




i of ii VA101-325/8-1 Rev 0December 21, 2012

TABLE OF CONTENTS

PAGE

EXECUTIVE SUMMARY ........................................................................................................................ I

TABLE OF CONTENTS ......................................................................................................................... i

INTRODUCTION ............................................................................................................................. 1 1 –

INDEX TESTS ................................................................................................................................. 3 2 – GENERAL ............................................................................................................................. 3 2.1 PARTICLE SIZE DISTRIBUTION ......................................................................................... 3 2.2 SPECIFIC GRAVITY ............................................................................................................. 3 2.3 ATTERBERG LIMITS (PLASTICITY) ................................................................................... 3 2.4 MATERIAL CLASSIFICATION ............................................................................................. 3 2.5

SLURRY SETTLING & AIR DRYING TESTS ................................................................................. 5 3 – GENERAL ............................................................................................................................. 5 3.1 UNDRAINED SETTLING TESTS ......................................................................................... 5 3.2 DRAINED SETTLING TESTS ............................................................................................... 6 3.3 AIR DRYING TESTS ............................................................................................................ 6 3.4 SUMMARY OF SETTLING AND AIR DRYING TESTS ........................................................ 7 3.5

SLURRY CONSOLIDATION AND PERMEABILITY TESTS .......................................................... 8 4 – GENERAL ............................................................................................................................. 8 4.1 SLURRY CONSOLIDOMETER TEST .................................................................................. 8 4.2 LOW STRESS SLURRY CONSOLIDATION TEST .............................................................. 9 4.3 FALLING HEAD TESTS ON SETTLED TAILINGS .............................................................. 9 4.4 SUMMARY OF CONSOLIDATION AND PERMEABILITY TESTS .................................... 10 4.5

CYCLONE SAND TESTS ............................................................................................................. 11 5 – GENERAL ........................................................................................................................... 11 5.1 COMPACTION TEST ......................................................................................................... 11 5.2 SHEAR STRENGTH TEST ................................................................................................. 11 5.3 PERMEABILITY TEST ........................................................................................................ 12 5.4

CERTIFICATION ........................................................................................................................... 13 6 –




ii of ii VA101-325/8-1 Rev 0December 21, 2012

TABLES Table 2.1 Rev 0 Summary of Tailings Index Tests Table 3.1 Rev 0 Summary of Slurry Settling and Air Drying Tests Table 4.1 Rev 0 Summary of Slurry Consolidometer Test for Whole Tailings Table 4.2 Rev 0 Summary of Slurry Consolidometer Test for Manufactured Cyclone Overflow Table 4.3 Rev 0 Summary of Low Stress Slurry Consolidation Tests

FIGURES Figure 2.1 Rev 0 Particle Size Distribution for Tailings Samples Figure 3.1 Rev 0 Relationship between Final Dry Density and Initial Solids Content of

Manufactured Cyclone Overflow Figure 3.2 Rev 0 Relationship between Total Water Recovery and Initial Solids Content of

Manufactured Cyclone Overflow Figure 4.1 Rev 0 Relationship between Coefficient of Consolidation and Effective Stress for

Whole Tailings Figure 4.2 Rev 0 Relationship between Coefficient of Consolidation and Effective Stress for

Manufactured Cyclone Overflow Figure 4.3 Rev 0 Relationship between Void Ratio and Effective Stress for Whole Tailings Figure 4.4 Rev 0 Relationship between Void Ratio and Effective Stress for Manufactured Cyclone

Overflow Figure 4.5 Rev 0 Relationship between Coefficient of Vertical Permeability and Effective Stress

for Whole Tailings Figure 4.6 Rev 0 Relationship between Coefficient of Vertical Permeability and Effective Stress

for Manufactured Cyclone Overflow Figure 5.1 Rev 1 Relationship between Effective Friction Angle and Normal Effective Stress for

Manufactured Cyclone Underflow Figure 5.2 Rev 0 Relationship between Coefficient of Vertical Permeability and Effective Stress

for Manufactured Cyclone Underflow

APPENDICES

Appendix A Detailed Results of Tailings Laboratory Tests (Provided by Knight Piesold Denver)




1 of 13 VA101-325/8-1 Rev 0December 21, 2012

INTRODUCTION 1 –

This report presents the details and findings of a laboratory testing program to determine the geotechnical characteristics of the Casino tailings materials. The laboratory testing was carried out at the Knight Piésold laboratory in Denver, Colorado.

A sample of the Casino tailings was provided by Casino Mining Corporation for testing. The tailings sample represents Non Acid Generating (NAG) whole tailings. This sample was used to generate representative samples of Cyclone Overflow (fine tailings) and Cyclone Underflow materials. A sample of Potentially Acid Generating (PAG) tailings (with pyrite) was not available for testing at this time.

The Cyclone Overflow sample was generated to a target particle size distribution with approximately 75% fines (silt and clay fractions). Similarly, the Cyclone Underflow sample was generated for a target particle size distribution with a maximum of 15% fines. The target particle size distributions used for generation of the cyclone overflow and underflow materials were based on the anticipated material products from cycloning of the Casino whole tailings and information provided by cyclone manufacturers.

The laboratory test program included index testing to enable geotechnical classification of the materials, and slurry settling, air drying, consolidation and permeability testing to determine the characteristics of the Whole Tailings and Cyclone Overflow following deposition and for a range of conditions (representative of expected field conditions). The following is a list of the geotechnical tests conducted on the Whole Tailings and Cyclone Overflow samples:

Index Tests

Specific Gravity of solids

Atterberg Limits (Plastic and Liquid Limits), and

Particle size distribution by mechanical sieve and hydrometer.

Slurry Settling and Air Drying Tests

Undrained Settling

Drained Settling (with Falling Head permeability measurement), and

Air drying.

Slurry Consolidation Tests

Slurry Consolidometer Test (with permeability measurement), and

Low Stress Slurry Consolidation (Burette) Test.

The slurry settling (sedimentation) tests provide an estimate of the density to which the tailings slurry will settle in a sub-aqueous environment, under undrained and drained conditions. These tests provide an estimate of expected tailings density in a storage facility after settling and before any significant consolidation or air drying occurs. The air drying test provides the geotechnical characteristics of the tailings for expected conditions on exposed beaches following deposition. The effect of air drying on moisture loss and tailings density is determined by this test.

The slurry consolidometer test is used to determine the consolidation, compressibility and permeability characteristics of the tailings over a wide range of confining pressures (typically corresponding to expected conditions in the field). These parameters can be used to determine the





amount and rate of consolidation, seepage rates, settlement and density increase for the tailings. The slurry consolidation cylinder test provides a measure of the consolidation characteristics of the tailings at very low effective stresses (representing freshly deposited tailings immediately following settling).

The following is a list of the geotechnical tests conducted on the Cyclone Underflow sample:

Index Tests

Specific Gravity of solids, and

Particle size distribution by mechanical sieve and hydrometer.

Strength and Permeability Tests

Compaction (Proctor) Test

Tri-axial Shear Strength, and

Flexible Wall Permeability.

The compaction test provide information on the expected density of the cyclone sand following placement as compacted sand fill for embankment construction. The shear strength test provides information on the strength of the compacted sand over a range of confining stresses, and is used for embankment stability assessment. Similarly, the Flexible Wall permeability test provides information on the expected permeability of the cyclone sand fill over a range of confining stresses. The permeability characteristics of the cyclone sand are an important consideration in the design of free-draining cyclone sand embankment dams.

It is recommended that laboratory testing is also carried out on a representative sample of PAG tailings for future design studies.





INDEX TESTS 2 –

GENERAL 2.1

Index testing was carried out on the tailings solids for the Whole Tailings sample and the laboratory generated Cyclone Overflow (fine tailings) and Cyclone Underflow (cyclone) samples.

The Specific Gravity, Atterberg Limits (Plastic and Liquid Limits), and particle size distribution (screen and hydrometer) of the tailings were determined. These tests provide a measure of the type and condition of the material, specifically the particle density, composition (size and distribution) and plasticity characteristics. The index properties can provide a relationship to material structural properties, including compressibility, permeability and strength.

A summary of the tailings index test results is presented in Table 2.1. Detailed results of the index tests are included in Appendix A.

PARTICLE SIZE DISTRIBUTION 2.2

Mechanical sieve and hydrometer particle size analyses were carried out on each of the tailings samples in accordance with ASTM standard D422 procedures. The hydrometer analysis is used to determine the silt and clay fraction particle sizes.

The particle size distribution of the Whole Tailings sample comprises approximately 58% fine sand, 35% silt and 7% clay. The Cyclone Overflow sample was generated to a target particle size distribution with approximately 75% fines (silt and clay fractions). The resulting cyclone overflow material comprised approximately 23% sand, 69% silt and 8% clay (77% total fines). Similarly, the Cyclone Underflow sample was generated for a target particle size distribution with a maximum of 15% fines. The resulting cyclone underflow material comprised approximately 85% sand, 13% silt and 2% clay (15% total fines).

The particle size distributions of the three tailings samples tested are presented on Figure 2.1.

SPECIFIC GRAVITY 2.3

The specific gravity of the tailings solids was determined in accordance with ASTM standard D854. The measured specific gravity is 2.70 for the Whole Tailings sample, 2.71 for the Cyclone Overflow sample, and 2.80 for the Cyclone Underflow sample.

ATTERBERG LIMITS (PLASTICITY) 2.4

The Atterberg Limits (Plastic and Liquid Limits) of the tailings samples were determined in accordance with the ASTM standard D4318 test procedure. Examination of each of the three sample indicated that the tailings materials are non-plastic. A Liquid Limit (LL) of 24% was determined for the Cyclone Overflow sample. The liquid limit is the moisture content at which a soil material starts to exhibit liquid behaviour.

MATERIAL CLASSIFICATION 2.5

The Whole Tailings material can generally be described as non-plastic Silty Sand with trace Clay, and classifies as SM (sand with non-plastic fines) under the Unified Soil Classification System.





The Cyclone Overflow material is described as Silt with Sand, and classifies as ML (inorganic silts of slight or no plasticity).

The Cyclone Underflow material is described as a non-plastic Sand with some Silt and a trace Clay, and classifies as SM (sand with non-plastic fines). The fines content of the Cyclone Sand sample (15%) is significantly lower than for the Whole Tailings (42%).





SLURRY SETTLING & AIR DRYING TESTS 3 –

GENERAL 3.1

Undrained Settling, Drained Settling and Air Drying tests were carried out on the Whole Tailings and Cyclone Overflow samples.

The Whole Tailings slurry sample was prepared at an initial target solids content of approximately 55%, corresponding to the current design discharge value for the project. For the Cyclone Overflow the tests were conducted on slurry samples prepared at initial solids contents of approximately 25%, 40% and 55%. The design solids content of the cyclone overflow material was unknown at the time of testing. Testing the slurry at different solids contents provides information on the effect of slurry solids content on the settling and permeability characteristics of the material, and also the effect on water recovery and achieved density.

Slurry settling (sedimentation) tests provide an estimate of the density to which the tailings slurry will settle in a sub-aqueous environment, under undrained and drained conditions. These tests provide an indication of the tailings dry density achieved in a storage facility after settling and before any significant consolidation or air drying occurs. The actual settled density achieved in the field, prior to commencement of consolidation or air-drying, is likely to be within the range bounded by the densities obtained from the Undrained and Drained Settling tests.

Air Drying tests are carried out to determine the effect of air drying after initial slurry settling and removal of supernatant water, thereby simulating expected conditions on exposed tailings beaches following deposition.

Complete results of the slurry settling and air drying tests are included in Appendix A.

UNDRAINED SETTLING TESTS 3.2

The Undrained Settling test estimates the density to which the tailings slurry will settle in an undrained sub-aqueous environment.

Undrained Settling tests were performed by placing the slurry into a one litre graduated cylinder and recording the rate of settling and change in volume of the tailings sample as supernatant water bleeds to the surface. The final dry density of the settled solids is determined once the change in settled volume remains essentially constant.

The Whole Tailings and Cyclone Overflow slurries took one to two days to complete undrained settling. The settled dry densities increase with increasing initial slurry solids content. For the Whole Tailings sample the settled dry density is 1.0 tonnes/m3. The undrained settled dry density of the Cyclone Overflow sample is 0.80 tonnes/m3 for an initial slurry solids content of 25% solids, 0.99 tonnes/m3 for 40% solids, and 1.07 tonnes/m3 for 55% solids.

The initial and final settled dry densities achieved for the Undrained Settling tests are included in Table 3.1. Also included in Table 3.1 are the corresponding initial and final void ratios (ratio of voids volume to volume of solids) and the corresponding total water recovery from the slurry (as a percentage of total water in initial slurry) after settling is complete.





DRAINED SETTLING TESTS 3.3

The Drained Settling test provides an indication of the tailings dry density that will be achieved from settling with free drainage from the base of the sample.

The Drained Settling tests were performed by placing the tailings slurry into a one litre graduated cylinder with provision for bottom drainage and recovery of downward seepage. The rate of settling and change in volume of the sample is recorded with time, as supernatant water bleeds to the surface and drains from the base. Supernatant water is continually decanted from the surface, whenever possible, to minimize development of a vertical seepage gradient across the sample. The final dry density of the settled solids is calculated once the change in settled volume remains constant.

Similar to the Undrained Settling tests, the tailings slurries took one to two days to complete drained settling. For the Whole Tailings sample, the settled dry density is 1.09 tonnes/m3 (initial slurry solids content of 55%). For the Cyclone Overflow sample, the settled dry densities are 0.95 tonnes/m3 for an initial slurry solids content of 25%, 1.13 tonnes/m3 for 40% solids, and 1.20 tonnes/m3 for 55% solids.

The initial and final settled dry densities achieved for the Drained Settling tests are included in Table 3.1. Also included in Table 3.1 are the corresponding initial and final void ratios and the corresponding total water recovery from the slurry after settling is complete.

Permeability measurements of the tailings samples were taken after completion of the Drained Settling tests. Details and results of Falling Head permeability tests conducted on the drained settled samples are provided in Section 4.4.

AIR DRYING TESTS 3.4

The Air Drying tests were conducted by allowing the tailings slurry samples to settle and air dry under monitored conditions in order to investigate the relationship between density, moisture content, and degree of saturation in a drying environment. Partially saturated conditions are achieved as the amount of moisture loss through evaporation exceeds the reduction in volume of the sample. An absolute relationship between dry density and moisture content exists up to a point at which the degree of saturation falls below 100%. At this stage negative pore pressures (suction pressures) develop and act to further consolidate the sample (reducing the volume). Further drying below a limiting moisture content (the shrinkage limit) produces no further consolidation and the dry density at this point represents the maximum that can be achieved by air drying of the material.

The Air Drying tests are performed by introducing a sample of tailings slurry into a one litre container with no underdrainage and allowing the slurry to settle while decanting supernatant water. Routine measurements are taken of sample weight and volume. Once the slurry has completely settled and all surface water has been removed, air drying commences causing moisture loss and consolidation. An evaporation control, subjected to the same drying environment as the slurry sample, is also monitored in order to estimate the rate and amount of evaporation (from a free water surface) applied to the sample. However, in the field, greater evaporation rates and correspondingly faster consolidation rates may occur than in the laboratory due to the effects of wind, advection and solar radiation.





The Whole Tailings and Cyclone Overflow samples required approximately one to two weeks to complete air drying (achieving the shrinkage limit) under laboratory conditions. For the Whole Tailings sample the air dried dry density was 1.35 tonnes/m3 (initial slurry solids content of 55%). For the Cyclone Overflow sample the air dried dry densities achieved were 1.29 tonnes/m3 for an initial slurry solids content of 25%, 1.43 tonnes/m3 for 40% solids, and 1.44 tonnes/m3 for 55% solids.

The dry densities achieved for each of the Air Drying tests are included in Table 3.1. Also included in Table 3.1 are the corresponding initial and final void ratios after settling and air drying is complete.

Complete results of the Air Drying tests are provided in Appendix A, including plots showing the relationship between tailings dry density, volume reduction, moisture content, degree of saturation and evaporation.

SUMMARY OF SETTLING AND AIR DRYING TESTS 3.5

The settled dry density of the Whole Tailings is approximately 1.0 tonnes/m3 for undrained settling and 1.09 tonnes/m3 for drained settling. The dry density achieved for drained settling is approximately 10% higher than for undrained settling. Supernatant water recovery from settled Whole Tailings with an initial slurry solids content of 55% is expected to be approximately 26% for undrained conditions and about 43% for drained settling conditions.

Using the results of the Undrained and Drained Settling tests, the final dry densities and corresponding total water recovery for the Cyclone Overflow slurry are plotted as functions of initial slurry solids content on Figures 3.1 and 3.2, respectively.

Figure 3.1 illustrates the higher dry density for slurries with higher initial solids content, and the increase in dry density for drained settling compared to undrained settling. The undrained settled dry density of the Cyclone Overflow varies from approximately 0.8 to 1.07 tonnes/m3. The drained settled dry density varies from approximately 0.95 tonnes/m3 to 1.2 tonnes/m3. The dry densities achieved for drained settling are approximately 10% to 20% higher than those for undrained settling, with the larger increase occurring for slurries with lower initial solids content.

The final dry densities from the Air Drying tests are also plotted on Figure 3.1. Air drying of the Cyclone Overflow material produces a significant increase in dry density over those from the Undrained and Drained Settling tests. The highest densities are achieved for slurries with higher initial solids content (up to a dry density of about 1.44 tonnes/m3 for an initial slurry solids content of 55%).

Figure 3.2 illustrates the relationship between total water recovery (supernatant water recovered from the tailings slurry) and initial solids content of the Cyclone Overflow slurry. As expected, the amount of water recovered is highest for slurries with lower initial solids content (higher initial water content). Supernatant water recovery from settled Cyclone Overflow with an initial slurry solids content of about 25% is expected to be approximately 75% or higher, depending on actual drainage conditions during settling.





SLURRY CONSOLIDATION AND PERMEABILITY TESTS 4 –

GENERAL 4.1

Laboratory tests have been carried out to determine the consolidation and permeability characteristics of the Whole Tailings and laboratory generated Cyclone Overflow. Material consolidation, compressibility and permeability (hydraulic conductivity) parameters derived from the laboratory testing can be used in design studies to determine the amount and rate of tailings consolidation, to predict seepage rates from and through the tailings, and to predict tailings settlements and density increase with time.

The consolidation and permeability parameters have been provided by Slurry Consolidometer testing, Low Stress Slurry Consolidation tests and Falling Head Permeability tests (conducted on settled tailings after completion of Drained Settling tests).

SLURRY CONSOLIDOMETER TEST 4.2

A specialized slurry consolidometer device was used to determine the consolidation, compressibility and permeability characteristics of the tailings over a range of effective confining stresses. The slurry consolidometer apparatus is designed to evaluate the consolidation characteristics of slurries that initially have high void ratios and high moisture contents at low effective stresses.

The tests were conducted by placing a slurry sample into the consolidometer and allowing the tailings to settle and consolidate under self weight. Confining stresses ranging from very low (about 14 kPa) to over 800 kPa were then applied in incremental loading stages. Routine measurements of settlement with time were recorded during each loading stage. Once settlement ceased or became negligible during loading the confining stress was increased to the next loading stage. The permeability of the tailings was measured at the end of each loading stage. Two-way drainage conditions were facilitated in the test. Detailed results of the testing are provided in Appendix A.

The results of the Slurry Consolidometer test were used to calculate the coefficient of consolidation (cv) for each loading stage. The coefficient of consolidation is a measure of the consolidation characteristics (rate of consolidation) of a material. A high coefficient of consolidation corresponds to a high rate of consolidation while a low value indicates a slow rate of consolidation. The coefficients of consolidation and void ratios determined for the tailings are presented for each loading stage in Table 4.1 for Whole Tailings and Table 4.2 for Cyclone Overflow. Calculated tailings dry densities and measured vertical permeability (kv) values are also included in Tables 4.1 and 4.2.

Coefficients of consolidation determined for the Whole Tailings and Cyclone Overflow are generally similar and increase with increasing effective confining stress, ranging from approximately 200 m2/year at low stresses to over 1000 m2/year at high stresses. Measured void ratios decrease from about 1.0 at low stresses to less than 0.7 at high stresses. Calculated values of the coefficient of consolidation and void ratio for the Whole Tailings are included on Figures 4.1 and 4.2, respectively. Calculated values of the coefficient of consolidation and void ratio for the Cyclone Overflow are included on Figures 4.3 and 4.4, respectively.





The calculated tailings dry density for each loading stage is included in Tables 4.1 and 4.2. The dry density of the tailings materials increases with increasing effective stress, with a value of about 1.6 tonne/m3 achieved at high effective stresses.

Measured vertical permeabilities for the Whole Tailings and Cyclone Overflow are included on Figures 4.5 and 4.6 respectively.

LOW STRESS SLURRY CONSOLIDATION TEST 4.3

The Low Stress Slurry Consolidation (burette) test provides a measure of the consolidation characteristics of the tailings at very low effective stresses (approximately 1 to 2 kPa), representing freshly deposited tailings immediately following initial settling. The test is used to estimate the coefficient of consolidation of the tailings at a very low effective stress (and corresponding high void ratio).

The test is carried out by introducing a pre-measured quantity of the tailings slurry sample into a one litre burette with the bottom stopcock closed. After initial settling (sedimentation) of the slurry, the bottom stopcock is opened to permit drainage and dissipation of pore pressures, causing an increase in the effective stress within the sample. Observations of the decrease in slurry volume (settlement) with time are recorded, and used to estimate the coefficient of consolidation. Estimates of initial and final sample void ratio, dry density, permeability and the corresponding effective stresses (due to the self-weight of the sample) are calculated.

Tests were conducted for both the Whole Tailings and Cyclone Overflow samples. A summary of the Low Stress Slurry Consolidation test results, including calculated values of void ratio, dry density, coefficient of vertical permeability and the coefficient of consolidation are presented in Table 4.3 for both samples. The calculated values of coefficient of consolidation are 100 m2/year for the Whole Tailings and 25 m2/year for the Cyclone Overflow. Calculated permeability values are approximately 2 x 10-4 cm/sec for the Whole Tailings and 3 x 10-5 cm/sec for the Cyclone Overflow.

Detailed results of the testing are included in Appendix A.

FALLING HEAD TESTS ON SETTLED TAILINGS 4.4

Falling Head permeability tests were performed on the settled tailings samples, after completion of each of the drained settling tests (see Section 3.3). This test provides an indication of the vertical permeability of the tailings material at very low effective stresses (approximately 1 kPa) and corresponding low density (high void ratio). In practice, the permeability will decrease as consolidation increases the density and reduces the void ratio.

The test is conducted by applying water to the surface of the settled tailings, imposing a vertical gradient across the sample. The drainage rate and drop in water level were recorded with time to provide a value of vertical permeability (hydraulic conductivity). The test is repeated several times to provide an average permeability value.

The average permeability values provided by the Falling Head tests for each of the drained settling test samples are included in Table 3.1. The average permeability measured for the Whole Tailings is approximately 1 x 10-4 cm/sec. The average permeability measured for the Cyclone Overflow ranges from approximately 3 x 10-5 cm/sec to 6 x 10-5 cm/sec.





Detailed results of the testing are included in Appendix A.

SUMMARY OF CONSOLIDATION AND PERMEABILITY TESTS 4.5

Calculated coefficients of consolidation for the Whole tailings range from about 100 m2/year at very low stresses (representing freshly settled tailings) to over 1000 m2/year at high stresses (representing consolidated tailings at depth within the deposit). This indicates that the rate of tailings consolidation has the potential to increase as effective stress conditions increase with depth, but will be dependent on in situ pore water pressure conditions. The relationship between coefficient of consolidation and effective stress for the Whole Tailings is shown on Figure 4.1, including calculated coefficient of consolidation values provided by the Slurry Consolidometer test and the Low Stress Slurry Consolidation test. Similarly, calculated coefficients of consolidation for the Cyclone Overflow range from about 25 m2/year at very low stresses to over 1000 m2/year at high stresses. The relationship between coefficient of consolidation and effective stress for the Cyclone Overflow is shown on Figure 4.2.

The relationship between tailings void ratio and effective stress is shown for the Whole Tailings and Cyclone Overflow materials on Figures 4.3 and Figure 4.4 respectively. These relationships were developed using calculated void ratios provided by the Slurry Consolidometer tests and the Low Stress Slurry Consolidation tests. The data presented on Figures 4.2 and 4.3 suggests a bilinear relationship between void ratio and effective stress for both materials. At low effective stress levels the steep line is indicative of the large volume change which occurs during the tailings sedimentation and initial consolidation process. The shallower line exhibited for higher stresses is indicative of the consolidation process, whereby smaller volume changes occur under increased loading as the structure of the tailings material becomes more compact. This bilinear relationship is typical for sedimented tailings materials.

The vertical coefficient of permeability of the Whole Tailings is shown as a function of effective stress on Figure 4.5. These relationships were developed using permeability values provided by the Slurry Consolidometer tests, Low Stress Slurry Consolidation tests and Falling Head tests performed on the drained settled samples. As expected, a general trend of decreasing permeability with increasing effective stress (decreasing void ratio) is observed. The relationship presented on Figure 4.5 indicates that the permeability of the Whole Tailings will generally range from approximately 1 x 10-4 cm/sec (representing unconsolidated or fresher tailings near surface) to about 1 x 10-6 cm/sec or less, corresponding to an increase in effective stress and reduction in void ratio (representing more consolidated or deeper tailings within the deposit).

The vertical coefficient of permeability of the Cyclone Overflow is shown as a function of effective stress on Figure 4.6. The relationship presented on Figure 4.6 indicates that the permeability of the Cyclone Overflow will generally range from approximately 5 x 10-5 cm/sec to about 1 x 10-6 cm/sec.





CYCLONE SAND TESTS 5 –

GENERAL 5.1

Compaction, shear strength and permeability tests were carried out on the laboratory manufactured Cyclone Underflow (cyclone sand) sample. The test samples used for shear strength and permeability testing were prepared to target density and moisture content conditions representative of compacted cyclone sand fill material used for embankment construction.

The shear strength and permeability tests were carried out over a large range of confining stresses to examine the influence of a large dam height (and corresponding high confining stress) on the strength and permeability values.

Complete results of the compaction, shear strength and permeability tests are included in Appendix A.

COMPACTION TEST 5.2

The maximum dry density and optimum moisture content of the Cyclone Underflow sample were determined from a Standard Proctor test (ASTM D-698-07 Method A Standard). The optimum moisture content was determined to be 16.7% and the maximum (ultimate) dry density was 1,559 kg/m3. Test samples used for shear strength and permeability testing were prepared to 95% of the maximum dry density.

SHEAR STRENGTH TEST 5.3

Consolidated Undrained triaxial compression tests were carried out on the Cyclone Underflow sample to determine the shear strength of the material over a range of confining stresses. The tests were performed at effective confining stresses of approximately 350 kPa, 700 kPa, 1650 kPa and 2760 kPa.

The effective shear strength of the cyclone sand is defined by the effective friction angle and cohesion. The test results indicate an average effective friction angle of 36 degrees with zero cohesion.

The potential strength characteristics of the cyclone sand over a large stress range has also been examined, including estimation of the shear strength (effective friction angle) at low and very high stresses. The strength of granular materials is typically higher at low stresses due to the dilatant behaviour of the material under shearing, while a lower strength may occur at high stresses due to particle crushing and reduced dilation of the material. The shear strength test results for the Cyclone Underflow have been compared to published information on the strength characteristics of granular materials (rockfill and angular sands) provided by Leps (“Review of Shearing Strength of Rockfill, Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 96, No. SM4, July 1970). Specifically, a relationship between friction angle and effective stress provided for angular sands has been used for comparison to the Cyclone Underflow test results. This relationship suggests that the effective friction angle of the cyclone sand will be greater than 36 degrees at low confining stresses (approximately 40 degrees for a normal effective stress of 100 kPa), but potentially lower at very high stresses (about 30 degrees for very high effective stresses of about 4000 to 5000 kPa). However, it





is noted that the laboratory test results for the Cyclone Underflow sample suggest that there is no apparent loss of strength at the higher stresses, over the stress range tested. This is an important consideration for stability assessment of large cyclone sand dams where confining stresses can be very high.

PERMEABILITY TEST 5.4

Flexible Wall Permeability tests were carried out at applied confining stresses of approximately 350 kPa, 700 kPa, 1650 kPa and 2760 kPa. The tests were carried out at these confining stresses to investigate the influence of increasing confining stress (and corresponding embankment height) on the permeability of the material.

The permeability values determined for the Cyclone Underflow sample are presented on Figure 5.2, which shows a general trend of reducing permeability with increasing confining stress. This decrease is the result of the increase in material density (decrease in void ratio) and potentially from the generation of finer particles due to particle crushing. However, the results do not appear to indicate a dramatic decrease in permeability at high stresses, which would be indicative of significant particle crushing and changes to the fines content of the material. The particle size distribution of the sample was determined following completion of the permeability test to investigate the potential for increased fines content due to particle crushing. The measured fines content (% passing #200 sieve) of the sample increased by only one percent, from 15% to 16%. This is not enough to suggest any significant particle crushing under the very high confining pressures imposed during the permeability testing.

The relationship presented on Figure 5.2 indicates that the permeability of the Cyclone Underflow will generally range from approximately 2 x 10-3 cm/sec at lower stresses to about 5 x 10-4 cm/sec at higher stresses (approximately 3000 kPa). Extrapolation of these results suggests that the permeability of the Cyclone Underflow will remain greater than 1 x 10-4 cm/sec at very high stresses of about 4000 to 5000 kPa.

Plastic Limit Liquid Limit Plasticity

Index Sand (%) Silt (%) Clay (%)

(%) (%) (%) 4.75 mm to 0.075 mm 0.075 mm to 0.002 mm <0.002 mm

Whole tailings 2.70 Non-Plastic Non-Plastic Non-Plastic 58 35.5 6.5

Manufactured Cyclone Overflow

2.71 Non-Plastic 24 Non-Plastic 23.4 68.7 7.9

Manufactured Cyclone Underflow

2.80 Non-Plastic Non-Plastic Non-Plastic 85 13.1 1.9

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 2.1 Rev 0- Summary of Index Tests.xlsx]Table 2.1

TABLE 2.1

CASINO MINING CORP.CASINO COPPER AND GOLD PROJECT

SUMMARY OF TAILINGS INDEX TESTS

SampleSpecific

Gravity of Solids

Print Sep/13/12 16:08:23

Atterburg Limits Particle Size Distribution

0 13AUG'12 MGP AMMISSUED WITH REPORT VA101-325/8-1 KJBDATE DESCRIPTION PREP'D CHK'D APP'DREV

Initial Void Ratio

Final Void Ratio

Initial Dry Density

(tonne/m3)

Final Dry Density

(tonne/m3)

Total Water

Recovery1

(%)

Initial Void Ratio

Final Void Ratio

Initial Dry Density

(tonne/m3)

Final Dry Density

(tonne/m3)

Total Water

Recovery1

(%)

Falling Head Permeability

(cm/s)

Initial Void Ratio

Final Void Ratio

Initial Dry Density

(tonne/m3)

Final Dry Density

(tonne/m3)

Whole Tailings 55 2.29 1.70 0.82 1.00 26 2.29 1.47 0.82 1.09 43 1.E-04 2.21 1.00 0.84 1.35

25 9.42 2.39 0.26 0.80 75 9.42 1.85 0.26 0.95 78 6.E-05 8.68 1.10 0.28 1.29

40 4.02 1.74 0.54 0.99 57 4.11 1.40 0.53 1.13 67 3.E-05 4.02 0.90 0.54 1.43

55 2.23 1.53 0.84 1.07 32 2.23 1.26 0.84 1.20 44 4.E-05 2.23 0.88 0.84 1.44

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 3.1, Figure 3.1, 3.2, 3.3, 3.4 Rev 0- Summary of Settling Tests.xlsx]Table 3.1

NOTE:1. TOTAL WATER RECOVERY IS DEFINED AS THE PERCENTAGE OF WATER RECOVERED FROM THE SLURRY DURING SETTLING.

TABLE 3.1


SUMMARY OF SLURRY SETTLING AND AIR DRYING TESTS

Print Sep/13/12 16:09:13

Manufactured Cyclone Overflow

Drained Settling Test

Tailings Sample

Air Drying TestUndrained Settling Test

Target Percent Solids

0 13AUG'12 MGP AMMISSUED WITH REPORT VA101-325/8-1 KJBDATE DESCRIPTION PREP'D CHK'D APP'DREV

Load Load Average Void Dry Density CV kv

Increment Increment Effective Stress Ratio (Note 1) (Note 3)

(psi) (kPa) (kPa) (e) (tonne/m3) (m2/year) (cm/sec)

--

2 14 0.95 1.39 --24 240

5 34 0.88 1.44 4.9E-0652 340

10 69 0.84 1.47 3.9E-06103 780

20 138 0.79 1.51 2.9E-06207 880

40 276 0.74 1.56 2.9E-06414 910

80 552 0.68 1.61 2.0E-06690 1030

120 827 0.65 1.64 1.0E-06

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 4.1, 4.2 Figure 4.1, 4.2, 4.3, 4.4, 4.5, 4.6 Rev 0 - Summary of Consolidation Tests.xlsx]TABLE 4.1

NOTES:1. DRY DENSITY CALCULATED USING VOID RATIO AND MEASURED TAILINGS SPECIFIC GRAVITY (SG = 2.70) .

2. Cv = COEFFICIENT OF CONSOLIDATION.

3. kv = COEFFICIENT OF VERTICAL PERMEABILITY. PERMEABILITY MEASURED AT THE END OF EACH LOADING STAGE.

Print Sep/13/12 16:25:06

TABLE 4.1

CASINO MINING CORPORATIONCASINO COPPER-GOLD PROJECT

SUMMARY OF SLURRY CONSOLIDOMETER TESTFOR WHOLE TAILINGS

0 2JAUG12 AMM GRGISSUED WITH REPORT VA101-325/8-1 KJBDATE DESCRIPTION PREP'D CHK'D APP'DREV

Load Load Average Void Dry Density CV mv kv

Increment Increment Effective Stress Ratio (Note 1) (Note 3)(psi) (kPa) (kPa) (e) (tonne/m3) (m2/year) (m2/kN) (cm/sec)

--

2 14 1.02 1.34 --24 190 2.1E-03

5 34 0.93 1.40 1.1E-0552 410 8.7E-04

10 69 0.88 1.45 9.1E-06103 540 4.0E-04

20 138 0.82 1.49 6.8E-06207 690 1.9E-04

40 276 0.78 1.53 2.8E-06414 1850 1.1E-04

80 552 0.72 1.57 2.2E-06690 1420 6.7E-05

120 827 0.69 1.60 1.9E-06

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 4.1, 4.2 Figure 4.1, 4.2, 4.3, 4.4, 4.5, 4.6 Rev 0 - Summary of Consolidation Tests.xlsx]Table 4.2

NOTES:1. DRY DENSITY CALCULATED USING VOID RATIO AND MEASURED TAILINGS SPECIFIC GRAVITY (SG = 2.71) .


3. kv = COEFFICIENT OF VERTICAL PERMEABILITY. PERMEABILITY MEASURED AT THE END OF EACH LOADING STAGE.

Print Sep/13/12 16:25:06

TABLE 4.2

FOR MANUFACTURED CYCLONE OVERFLOW SUMMARY OF SLURRY CONSOLIDOMETER TEST

CASINO COPPER-GOLD PROJECTCASINO MINING CORPORATION

0 12JUL'12 MD AMMISSUED WITH REPORT VA101-325/;8-1 KJBDATE DESCRIPTION PREP'D CHK'D APP'DREV

Self-Weight Average Void Dry Density kv Cv

Sample Loading Effective Stress Ratio (Note 1) (Note 2)

(kPa) (kPa) (e) (tonne/m3) (cm/sec) (m/year)

0.7 1.49 1.072.7 2E-04 100

2.0 1.26 1.182.7

0.8 1.5 1.57 1.061.7 3E-05 25

2.6 0.8 1.40 1.13

NOTES:1. kv = COEFFICIENT OF VERTICAL PERMEABILITY.


TABLE 4.3


M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 4.1, 4.2 Figure 4.1, 4.2, 4.3, 4.4, 4.5, 4.6 Rev 0 - Summary of Consolidation Tests.xlsx]TABLE 4.3

WHOLE TAILINGS

MANUFACTURED CYCLONE OVERFLOW

Print Sep/13/12 15:28:10

SUMMARY OF LOW STRESS SLURRY CONSOLIDATION TESTS

0 2AUG'12 AMM GRGISSUED WITH REPORT VA101-325/8-1 KJBDATE DESCRIPTION PREP'D CHK'D APP'DREV

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\Figure 2.1 Rev 0 - Tailings Grain Size DistributionFIG 2.1 13/09/20124:18 PM

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M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 3.1, Figure 3.1, 3.2, 3.3, 3.4 Rev 0- Summary of Settling Tests.xls]Figure 3.1 Print 13/09/2012 4:09 PM

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0 13AUG'12 ISSUED WITH REPORT MGP AMM KJB


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OVERFLOW

FIGURE 3.1

CASINO MINING CORP.

CASINO COPPER AND GOLD PROJECT

REV0

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M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\[Table 3.1, Figure 3.1, 3.2, 3.3, 3.4 Rev 0- Summary of Settling Tests.xls]Figure 3.2 Print 13/09/2012 4:10 PM

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RELATIONSHIP BETWEEN TOTAL WATER RECOVERY AND INITIAL SOLIDS CONTENT OF MANUFATURED

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FIGURE 3.2

CASINO MINING CORP.


REV0

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NOTE:1. TOTAL WATER RECOVERY IS DEFINED AS THE

PERCENTAGE OF WATER RECOVERED FROM THE SLURRY VIA SETTLING.

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\Table 4.1, 4.2 Figure 4.1, 4.2, 4.3, 4.4, 4.5, 4.6 Rev 0 - Summary of Consolidation TestsFIGURE 4.1 Print 13/09/2012 4:15 PM

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Area (ha)

Series1

RELATIONSHIP BETWEEN VOID RATIO AND EFFECTIVE STRESS FOR MANUFACTURED CYCLONE

OVERFLOW

FIGURE 4.4



REV.0

P/ A NO. VA101-325//8

REF NO.1

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

0.1 1.0 10.0 100.0 1000.0 10000.0

Vo

id R

atio






0

50

100

150

200

250

0 500 1000 1500 2000 2500

Ele

vati

on

(m

)

Area (ha)

Series1

RELATIONSHIP BETWEEN COEFFICIENT OF VERTICAL PERMEABILITY AND EFFECTIVE STRESS

FOR WHOLE TAILINGS

FIGURE 4.5



REV0

P/ A NO. VA101-325//8

REF NO.1

1.E-06

1.E-05

1.E-04

1.E-03

0 100 200 300 400 500 600 700 800 900

Co

effi

cien

t o

f V

erti

cal P

erm

eab

ility

(cm

/s)







0

50

100

150

200

250

0 500 1000 1500 2000 2500

Ele

vati

on

(m

)

Area (ha)

Series1

RELATIONSHIP BETWEEN COEFFICIENT OF VERTICAL PERMEABILITY AND EFFECTIVE STRESS

FOR MANUFACTURED CYCLONE OVERFLOW

FIGURE 4.6



REV0

P/ A NO. VA101-325//8

REF NO.1

1.E-06

1.E-05

1.E-04

1.E-03

0 100 200 300 400 500 600 700 800 900

Co

effi

cien

t o

f V

erti

cal P

erm

eab

ility

(cm

/s)






\\VAN11\Prj_file\1\01\00325\08\A\Report\1 - Tailings Geotech Lab Testing\Rev 0\figures\Figure 5.1 Rev 1Figure 5.1 Print 20/12/2012 2:55 PM

0

50

100

150

200

250

0 500 1000 1500 2000 2500

Ele

va

tio

n (

m)

Area (ha)

Series1

RELATIONSHIP BETWEEN EFFECTIVE FRICTION ANGLE AND NORMAL EFFECTIVE STRESS

FOR MANUFACTURED CYCLONE UNDERFLOW

FIGURE 5.1



REV. 1

P/A NO.

VA101-325/8 REF NO.

1

30

35

40

45

50

55

60

65

70

10 100 1000 10000

Eff

ecti

ve F

ricti

on

An

gle

(d

eg

rees)

Normal Effective Stress (kPa)

CU Triaxial TestData for CycloneUnderflow

1 20DEC'12 ISSUED WITH REPORT AMM GRG KJB

DATE DESCRIPTION PREP'D CHK'D APP'D REV

NOTE: 1. RESULTS PRESENTED WITH THE RELATIONSHIP BETWEEN NORMAL STRESS ACROSS THE FAILURE PLANE OF ROCKFILL AND FRICTION ANGLE (SHOWN AS FOUR RELATIONSHIPS FOR 1) HIGH DENSITY, WELL GRADED, STRONG PARTICLES; 2) AVERAGE ROCKFILL; 3) LOW DENSITY, POORLY GRADED, WEAK PARTICLES; AND 4) ANGULAR SAND) AFTER LEPS, 1970.

High density rockfill, well

graded, strong particles

Average rockfill

Low density rockfill, poorly graded, weak

particles

Angular Sand

M:\1\01\00325\08\A\Data\Task 300 - TMF Design\Tailings laboratory testing\Tailings Lab Test Results\Figure 5.1 and 5.2_Rev 0Figure 5.2 Print 13/09/2012 4:21 PM

RELATIONSHIP BETWEEN COEFFICIENT OF VERTICLE PERMEABILITY AND EFFECTIVE STRESS

FOR MANUFACTURED CYCLONE UNDERFLOW

FIGURE 5.2



REV.0

P/A NO. VA101-325/8

REF NO..1

1.E-04

1.E-03

1.E-02

0 500 1000 1500 2000 2500 3000 3500 4000

Co

effi

cien

t o

f V

erti

cle

Per

mea

bili

ty (

cm/s

)







VA101-325/8-1 Rev 0December 21, 2012

APPENDIX A

DETAILED RESULTS OF TAILINGS LABORATORY TESTS (PROVIDED BY KNIGHT PIESOLD DENVER)

(Pages A-1 to A-77)

4/2/12

(no specification provided)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

silty sand

#20#40#60

#100#200

0.0435 mm.0.0317 mm.0.0207 mm.0.0123 mm.0.0063 mm.0.0032 mm.0.0013 mm.

100.099.994.166.442.033.228.122.416.711.0

7.95.4

NP NP NP

0.2268 0.2060 0.13220.1022 0.0357 0.01030.0053 24.97 1.82

SM A-4(0)

Composite Gs - 2.695


Casino

101-77/13

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Composite of Samples KM3134-44 thru 47Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.1 57.9 35.5 6.5

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

Particle Size Distribution Report

A-1 of 77


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

silt with sand

#40#60

#100#200

0.0512 mm.0.0389 mm.0.0291 mm.0.0191 mm.0.0114 mm.0.0083 mm.0.0060 mm.0.0043 mm.0.0030 mm.0.0013 mm.

100.099.696.676.666.754.243.235.427.519.717.313.310.5

5.3

NP 24 NP

0.1158 0.0991 0.04390.0353 0.0128 0.00490.0028 15.51 1.32

ML A-4(0)

Gs = 2.711


Casino

101-77/13

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Manufactured O/FDate:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.0 23.4 68.7 7.9

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


A-2 of 77

6/29/12


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

#10#20#40#60

#100#200

0.0631 mm.0.0452 mm.0.0322 mm.0.0205 mm.0.0119 mm.0.0060 mm.0.0060 mm.0.0042 mm.0.0030 mm.0.0012 mm.

100.0100.0100.0

91.044.515.012.9

9.68.26.14.83.03.52.42.50.4

0.2461 0.2298 0.17670.1595 0.1217 0.07500.0478 3.70 1.75


Casino

101-77/13

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: Manufactured U/FDate:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.0 85.0 13.1 1.9

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


A-3 of 77

Particle Size Distribution ReportP

ER

CE

NT

FIN

ER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.1 83.8 13.7 2.4

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Sample No.: Source of Sample: Date:Location: Elev./Depth:

Client:

Project:

Project No: Figure

#20#40#60

#100#200

0.0465 mm.0.0333 mm.0.0213 mm.0.0124 mm.0.0088 mm.0.0063 mm.0.0044 mm.0.0031 mm.0.0013 mm.

100.099.990.244.016.113.010.5

8.76.85.64.43.22.91.9

0.2491 0.2321 0.17790.1605 0.1218 0.06660.0304 5.85 2.74

9/13/12Manufactured UF post shear


Casino

101-325/08

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

A-4 of 77

FLOW CONE VISCOSITY & Project No.

SOLIDS CONTENT DETERMINATION VA101-325/08

Project: Casino Sample No.: 55%

Whole Tailings Location: KM3134-44,-45,-46,-47 Comp

Test Date: 29-May-12 10:57 AM Tested By: JK

FLOW CONE WATER DISCHARGE CALIBRATION

Trial No. 1. 2. 3. Average

Time for complete water discharge (sec)

FLOW CONE TAILINGS DISCHARGE TESTS

Trial No. 1 2 3

Time for tailings discharge (sec)

PERCENT SOLIDS AND MOISTURE CONTENT DETERMINATION

Trial No. 1. 2. 3. 4. Average

Origin of Sample Target

55%

Tare No.

a. Tare Weight (g) 396

b. Tare + Wet Sample Weight (g) 977

c. Tare + Dry Sample Weight (g) 718

Drying Time - From 29-May-12

- To 30-May-12

d. Moisture Loss [b-c] (g) 259.6

e. Dry Sample Weight [c-a] (g) 322.1

Initial Parameters from Previous Test

f. Tare (Cylinder or Beaker) Weight (g) 396

g. Tare + Initial Slurry Weight (g) 977

h. Initial Slurry Weight (g) 582

i. True Moisture Loss [h-e] (g) 260

PERCENT SOLIDS [e/h*100] (%) 55.4

MOISTURE CONTENT [i/e*100] (%) 80.6

Comments:

Solids content percentages reported in trials 1, 2 & 3 will vary slightly for each specific test.

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls] viscosity solid 30-Jul-12 9:55 AM

A-5 of 77

UNDRAINED SETTLING TEST Project No.

VA101-325/08

Project: Casino Sample No.: Test Date: 5/30/2012-6/6/2012

Location: KM3134-44,-45,-46,-47 Comp Tested By: JK

Initial Parameters

a. Cylinder (Tare) Weight = 195 g d. Moisture Content (from drying test) = 82.1 %

b. Initial Slurry Volume = 740 ml e. Initial Slurry Bulk Density [(c-a)/b] = 1.49 g/cm³

c. Tare + Initial Slurry Weight = 1299 g f. Weight of Water [(c-a)/(1+1/(d/100))] = 498 g

Time of Readings 30-May-12 10:52 AM g. Weight of Solids [(c-a)/(1+d/100)] = 606 g

On-going Readings

A. B. C. D. E. F. G. H.

Date Time Total Total Settled Water Volume Slurry Slurry Moisture

of of Cylinder Cylinder Slurry Recovery Reduction Bulk Dry Content

Reading Reading Weight Volume Volume of Solids Density Density

[(B-C)/f] [1-C/b] [(A-a-(B-C))/C] [g/C] [(f-(B-C))/g]

(g) (ml) (ml) (%) (%) (g/cm³) (g/cm³) (%)

1 30-May-12 11:48 AM 1299 740 670 14 9 1.54 0.90 70.54

2 30-May-12 12:32 PM 1299 740 640 20 14 1.57 0.95 65.59

3 30-May-12 02:03 PM 1299 740 610 26 18 1.60 0.99 60.64

4 30-May-12 04:32 PM 1299 740 605 27 18 1.60 1.00 59.82

5 31-May-12 08:08 AM 1299 735 605 26 18 1.61 1.00 60.64

6 01-Jun-12 08:28 AM 1298 735 602 27 19 1.61 1.01 60.15

7 02-Jun-12 11:00 AM 1298 735 602 27 19 1.61 1.01 60.15

8 04-Jun-12 08:24 AM 1298 730 600 26 19 1.62 1.01 60.64

9 05-Jun-12 08:50 AM 1298 730 600 26 19 1.62 1.01 60.64

10 06-Jun-12 09:53 AM 1297 730 600 26 19 1.62 1.01 60.64

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]unset 30-Jul-12 09:55 AM

A-6 of 77

DRAINED SETTLING TEST AND Project No.

FALLING HEAD PERMEABILITY TEST VA101-325/08



Initial Parameters




Time of Readings 30-May-12 10:56 AM g. Weight of Solids [(c-a)/(1+d/100)] = 584 g

On-going Readings

A. B. C. D. E. F. G. H.

Date Time Total Total Settled Water Drainage Decanted Slurry Slurry

of of Cylinder Cylinder Slurry Volume Volume Water Bulk Dry

Reading Reading Weight Volume Volume Collected Volume Density Density

(before decant) [B-C] [(A-a-(B-C))/C] [g/C]

(g) (ml) (ml) (ml) (ml) (ml) (g/cm³) (g/cm³)

1 30-May-12 11:47 AM 1310 680 620 60 28 57 1.58 0.94

2 30-May-12 12:31 PM 1239 610 580 30 42 30 1.62 1.01

3 30-May-12 02:02 PM 1191 565 550 15 61 5 1.64 1.06

4 30-May-12 04:31 PM 1164 538 538 0 82 0 1.66 1.09

5 31-May-12 08:07 AM 1144 535 535 0 102 0 1.63 1.09

6 01-Jun-12 08:27 AM 1130 500 500 0 116 0 1.72 1.17

7 02-Jun-12 11:00 AM 1130 500 500 0 116 0 1.72 1.17

Falling Head Permeability Test

Data Initial Water Initial Solids Finishing Final Water Final Solids Drainage Elapsed Ave. Solids Permeability

Readings, Height, Height, Time, Height, Height, Collected Time, Thickness, k

Ti hi Hi Tf hf Hf T H H/3600T*ln(hi/hf)

(hours) (cm) (cm) (hours) (cm) (cm) (ml) (hours) (cm) (cm/sec)

1 0.00 32.6 17.9 0.00 22.2 17.8 299 16.38 17.9 1.2E-04

2 0.00 31.6 17.8 0.00 21.7 17.8 284 16.28 17.8 1.1E-04

3 0.00 32.2 17.8 0.00 21.4 17.8 311 17.70 17.8 1.1E-04

4 0.00 31.9 17.8 0.00 20.8 17.8 320 17.97 17.8 1.2E-04

AVG. 1.2E-04

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]dranset 30-Jul-12 09:55 AM

A-7 of 77

SETTLING AND DRYING TEST Project No.

(including Evaporation Control) VA101-325/08



Initial Parameters for Settling and Drying Test Initial Parameters for Evaporation Control

a. Beaker (Tare) Weight = 402.49 g d. Moisture Content (from drying test) = 81.8 % x. Beaker Tare Weight = 398 g

b. Initial Slurry Volume = 860 cm³ e. Initial Slurry Bulk Density [(c-a)/b] = 1.53 g/cm³ y. Initial Weight of Beaker = 1447 g

c. Tare + Initial Slurry Weight = 1714.9 g f. Weight of Water [(c-a)/(1+1/(d/100))] = 591 g z. Beaker Cross-Sectional Area = 84.46 cm²

Time of Readings 30-May-12 g. Weight of Solids [(c-a)/(1+d/100)] = 722 g

11:01 AM h. Tailings Solids Specific Gravity = 2.668

i. Solids Volume [g/h] = 270.5 cm³

On-going Readings

A. B. C. D. E. F. G. H. I. J. Evaporation Control

Date Time Total Total Settled Decanted Shrinkage Net. Volume Slurry Moisture Saturation Total Decanted

of of Remaining Remaining Slurry Water Crack Slurry Reduction Dry Content Comments Weight Weight Evap.

Reading Reading Weight Volume Volume Volume Volume Volume Density After (if any)

(if any) (estimated) [C-E] [(b-F)/b] [g/F] [(A-a)/g]-1 (A-a-g)/(B-i) Decant(g) (cm³) (cm³) (cm³) (cm³) (cm³) (%) (g/cm³) (%) (%) (g) (g) (mm)

1 30-May-12 11:45 AM 1714 860.0 750.0 99.4 750.0 12.8 0.96 81.7 100.0 Water Decanted 1446 0 0

2 30-May-12 12:30 PM 1614 765.0 700.0 47.9 700.0 18.6 1.03 67.9 100.0 Water Decanted 1445 0 0



5 31-May-12 8:05 AM 1520 675.0 650.0 7.4 650.0 24.4 1.11 54.8 100.0 Water Decanted 1419 0 3

6 01-Jun-12 8:26 AM 1490 630.0 630.0 0.0 630.0 26.7 1.15 50.7 100.0 No free water 1393 0 6


8 04-Jun-12 8:20 AM 1431 601.2 4.6 596.6 30.6 1.21 42.4 93.9 No free water 1319 0 15

9 05-Jun-12 8:45 AM 1409 598.6 10.3 588.3 31.6 1.23 39.4 89.5 Specimen pulling from sides 1291 0 18

10 06-Jun-12 9:50 AM 1389 591.0 18.0 573.0 33.4 1.26 36.6 87.4 measured in jar 1264 0 22




14 11-Jun-12 10:11 AM 1284 627.6 94.9 532.7 38.1 1.35 22.1 60.9 Specimen measured 1126 0 38








\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]Graphs 30-Jul-12 09:55 AM

Notes:

A-8 of 77

TABLE 1.0

Casino

VA101-325/08

KM3134-44,-45,-46,-47 Comp

SUMMARY OF TAILINGS SEDIMENTATION TEST RESULTS

55%

Undrained Settling Test Drained Settling Test Settling and Drying Test Additional

Solids Slurry Total Portion of Initial Solids Slurry Total Portion of Initial Average Solids Slurry Total Water

Content Dry Water Water Retained in Content Dry Water Water Retained in Permeability Content Dry Evaporation Recovered

Density Recovery Tailings prior to Density Recovery Tailings prior to Density in Drained

Onset of Evaporation Onset of Evaporation Test

(%) (g/cm³) (%) (%) (%) (g/cm³) (%) (%) (cm/sec) (%) (g/cm³) (mm) (%)

54.9 1.01 27.1 72.9 54.8 1.17 43.2 56.8 1.2E-04 55.0 1.38 70.4 16.0

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]Graphs 30-Jul-12 09:55 AM

A-9 of 77

FIGURE 1.1

Casino

VA101-325/08

KM3134-44,-45,-46,-47 Comp

TAILINGS DEPOSITION METHOD VS. DRY DENSITY

55.0%

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]Graphs kgb 30-Jul-12 09:55 AM

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

50 52 54 56 58 60

Dry

De

nsity o

f S

olid

s (

gm

/cm

3)

Initial Solids Content of Tailings Slurry (% of total weight)

Settling and Drying Test


Undrained Settling Test

A-10 of 77

FIGURE 1.2

Casino

VA101-325/08

KM3134-44,-45,-46,-47 Comp

TAILINGS DEPOSITION METHOD VS. WATER RECOVERY

55%

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]Graphs kgb 30-Jul-12 09:55 AM

0

10

20

30

40

50

60

70

80

90

100

50 52 54 56 58 60

Wate

r R

eco

ve

ry (

% o

f in

itia

l w

ate

r co

nte

nt)




Water recovery as

supernatant in

undrained conditions

Portion of initial water

retained in tailings prior

to the onset of

evaporation

Additional water recovered

with underdrainage

A-11 of 77

FIGURE 1.3

Casino

VA101-325/08

KM3134-44,-45,-46,-47 Comp

VARIATION OF TAILINGS PARAMETERS WITH ONGOING EVAPORATION

55%

\\sl2\home$\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino Whole Tailings Rev 0.xls]Graphs 7/30/12 9:55 AM

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.00.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0

Evaporation from a Free Water Surface (mm)

Slurry Dry Density

Volume Reduction

Dry

De

nsity o

f T

ailin

gs (

g/c

m³)

Re

du

ctio

n in

Vo

lum

e (

%)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0


Moisture Content

Saturation

Sa

tura

tio

n (

%)

Mo

istu

re C

on

ten

t (%

)

A-12 of 77

SLURRY CONSOLIDOMETER TEST RESULTS

CASINO WHOLE TAILINGS

VA101-325/08

psi Free 0.5 2 5 10 20 40 80 120

psf 72 288 720 1440 2880 5760 11520 17280

kPa 3 14 34 69 138 276 552 827

300.3 9.8 40.0 14.1 9.1 10.3 10.7 11.1 6.4

313.3 310.1 350.1 364.2 373.3 383.6 394.3 405.4 411.8

453.8 444.0 404.0 389.9 380.8 370.5 359.8 348.7 342.3

1.191 1.144 0.951 0.883 0.839 0.789 0.737 0.684 0.653

76.8 78.5 86.2 89.4 91.5 94.0 96.8 99.9 101.8

5.438 5.321 4.842 4.673 4.564 4.440 4.312 4.179 4.102

723.5 645.5 565.7 533.2 506.7 478.7 450.6 428.6

3.599 3.716 4.196 4.365 4.474 4.597 4.725 4.859 4.935

1.417 1.463 1.652 1.718 1.761 1.810 1.860 1.913 1.943

1.417 0.046 0.189 0.067 0.043 0.049 0.050 0.052 0.030

Specific Gravity 2.695 Ring Diameter (in./cm) 4.058 10.31

Slurry Mass w/tare, g 1395.90 Ring Area, cm2 83.441

Tare, g 273.00 Ring Height (in./cm) 4.058 10.31

Slurry Mass, g 1122.90 Ring Volume, cm3 860.06

Height of Slurry (in./cm) 3.558 9.04

Volume of Slurry, cc 754.09 Wet + Tare, g 820.00

Solids Content, % 49.7 Dry + Tare, g 676.20

Wt. of Solids, g 558.1 Tare, g 118.10

Ht. of Solids, cm 2.482 Wt. of Water, g 144.80

Volume of Solids, cc 207.09 Wt. of Dry Solids, g 558.10

Intial Void Ratio, e 2.641 Moisture Content, % 25.95

Mean Slurry Height, H2 mm

Total Ht. Change, cm

Settled Void Ratio, ec

Dry Unit Weight, pcf

Slurry Height, cm

Individual change in height, in.

SAMPLE PARAMETERS

Post Test Specimen Data

Consolidation Test Data - Double Ended Drainage

Volume Change, cc

Cumulative Volume Change, cc

STRESS

Consolidated Slurry Volume, cm3

Cumulative change in height, in.

7/30/2012 Knight Piésold Company Casino Whole Tailings HS Consol Rev 0.xls

A-13 of 77

y = -0.084ln(x) + 1.0427

0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

0.1 1 10 100 1000

Void

Rati

o, e

Effective Stress, psi

Void Ratio vs. Effective Stress

Casino Gold

Whole Tailings

7/30/2012 Knight Piésold and Company Casino Whole Tailings HS Consol Rev 0.xls

A-14 of 77

1.23

1.26

1.38

1.43

1.47

1.51

1.55

1.60

1.63

70

75

80

85

90

95

100

105

0 20 40 60 80 100 120 140

Dry

Un

it W

eig

ht,

pcf


Dry Unit Weight vs. Effective Stress

Casino Whole Tailings


A-15 of 77

Casino Gold Project

Whole Tailings Composite

High Stress Consolidation Test

elapsed sq. root Change Cell Buret

time time in Volume Level

min. min. (50 - cc) cc

0.00 0.00 49.8 0.2

0.05 0.22 46.9 3.1

0.10 0.32 45.7 4.3

0.25 0.50 43.3 6.7

0.50 0.71 40.7 9.3

1.00 1.00 38.2 11.8

2.00 1.41 37.1 12.9

4.00 2.00 36.6 13.4

9.00 3.00 36.4 13.6

16.00 4.00 36.0 14.0

30.00 5.48 35.7 14.3




0.00 0.00 49.3 0.7

0.05 0.22 47.5 2.5

0.10 0.32 46.2 3.8

0.25 0.50 44.2 5.8

0.50 0.71 42.6 7.4

1.00 1.00 41.7 8.3

2.00 1.41 41.0 9.0

4.00 2.00 40.7 9.3

9.00 3.00 40.5 9.5

16.00 4.00 40.4 9.7

25.00 5.00 40.2 9.8

36.00 6.00 40.2 9.8

30

32

34

36

38

40

42

44

46

48

50

0 1 2 3 4 5 6

Bure

t L

evel

, cc

Sq. Root Time, min.


Volume Change vs. Time, 5 psi

35

37

39

41

43

45

47

49

0 1 2 3 4 5 6 7

Bure

t L

evel

, cc

Sq. Root Time, min.



7/30/2012 Knight Piésold and Company Casino Whole Tailings HS Consol Rev 0.xlsA-16 of 77

Casino Gold Project






0.00 0.00 49.4 0.6

0.05 0.22 46.1 3.9

0.10 0.32 44.7 5.3

0.25 0.50 42.3 7.7

0.50 0.71 40.9 9.1

1.00 1.00 40.2 9.8

2.00 1.41 39.9 10.1

4.00 2.00 39.6 10.4

9.00 3.00 39.4 10.6

16.00 4.00 39.3 10.7

25.00 5.00 39.2 10.8

36.00 6.00 39.2 10.8

76.00 8.72 39.1 10.9




0.00 0.00 49.4 0.6

0.05 0.22 45.4 4.6

0.10 0.32 43.3 6.7

0.25 0.50 41.4 8.6

0.50 0.71 40.5 9.5

1.00 1.00 40.1 9.9

2.00 1.41 39.8 10.2

4.00 2.00 39.5 10.5

9.00 3.00 39.0 11.0

16.00 4.00 38.8 11.2

25.00 5.00 38.7 11.3

36.00 6.00 38.7 11.3

35

37

39

41

43

45

47

49

0 1 2 3 4 5 6 7 8 9 10B

ure

t L

evel

, cc

Sq. Root Time, min.



35

37

39

41

43

45

47

49

0 1 2 3 4 5 6 7

Bure

t L

evel

, cc

Sq. Root Time, min.




Casino Gold Project






0.00 0.00 49.4 0.6

0.05 0.22 44.1 5.9

0.10 0.32 42.1 7.9

0.25 0.50 40.5 9.5

0.50 0.71 40.0 10.0

1.00 1.00 39.5 10.5

2.00 1.41 39.2 10.8

4.00 2.00 39.0 11.0

9.00 3.00 38.8 11.2

16.00 4.00 38.6 11.4

25.00 5.00 38.5 11.5

36.00 6.00 38.4 11.6

49.00 7.00 38.4 11.6

64.00 8.00 38.3 11.7




0.00 0.00 49.8 0.2

0.05 0.22 47.2 2.8

0.10 0.32 46.3 3.7

0.25 0.50 45.5 4.5

0.50 0.71 45.1 4.9

1.00 1.00 44.8 5.2

2.00 1.41 44.5 5.5

4.00 2.00 44.2 5.8

9.00 3.00 44.0 6.0

16.00 4.00 43.8 6.2

25.00 5.00 43.6 6.4

36.00 6.00 43.5 6.5

50.00 7.07 43.5 6.5

64.00 8.00 43.4 6.6

30

35

40

45

50

55

0 1 2 3 4 5 6 7 8 9

Bure

t L

evel

, cc

Sq. Root Time, min.



35

37

39

41

43

45

47

49

0 1 2 3 4 5 6 7 8 9

Bure

t L

evel

, cc

Sq. Root Time, min.




RIGID WALL PERMEABILITY TEST

ASTM D 5856-02

Falling Head / Increasing Tailwater Pressure

CLIENT: Casino Copper-Gold

PROJECT: Casino PROJECT NO. : VA101-325.08

SAMPLE NO. Whole Tailings Composite LAB NO. : L2012-056

DEPTH SAMPLE ID: 2012-056

SAMPLE ID: TEST STARTED : 07/24/12

SAMPLE TYPE TEST FINISHED : 07/28/12

CONF. PRESSURE. (psi) 5 SATURATED TEST: YES

MOISTURE/DENSITY BEFORE AFTER

DATA TEST TEST

Wt. Soil + Moisture (g) 1122.90 758.70

Wt. Wet Soil & Pan (g) 1122.90 758.70

Wt. Dry Soil & Pan (g) 558.10 558.10

Wt. Moisture Lost (g) 564.80 200.60

Wt. of Pan Only (g) 0.00 0.00

Wt. of Dry Soil (g) 558.10 558.10

Moisture Content % 101.2 35.9

Wet Density (pcf) 93.0 121.5

Dry Density (pcf) 46.2 89.4

Init. Diameter (in) 4.058 (cm) 10.307

Init. Area (sq in) 12.933 (sq cm) 83.441

Init. Height (in) 3.558 (cm) 9.037

Height Change (in) 1.718 (cm) 4.364

Consol. Height (in) 1.840 (cm) 4.674

Area After Consol. (sq in) 12.933 (sq cm) 83.423

Vol. Before Consol. (cu ft) 0.02663 Specific Gravity 2.695

Vol. Before Consol. (cc) 754.1 Assumed? No

Change in Vol. (cc) 364.2

Cell Exp. (cc) 0.0 Init. Saturation 100.0

Vol. After Consol. (cc) 389.9 Init. Void Ratio 2.641

Vol. After Consol. (cu ft) 0.01377 Final Saturation 100.0

Effective Porosity % 72.54 Final Void Ratio 0.883

Pressure Difference (psi): 0.00

C = 0.02031 Buret Constant, a 0.315

k, cm/s = C/t*log(h1/h2) Buret Stand 20

Permeability Test Trials

Time Cap Pedestal Elevation Total Permeability

Elevation Elevation Head Head k

min. cm cm cm cm cm/sec

0.0 39.4 2.9 36.5 36.5

1.0 38.2 4.0 34.2 34.2 9.6E-06

2.0 35.5 6.4 29.1 29.1 1.2E-05

9.0 31.7 10.7 21.0 21.0 5.3E-06

3.0 31.2 11.0 20.2 20.2 1.9E-06

4.0 30.6 11.7 18.9 18.9 2.4E-06

7.0 29.8 12.5 17.3 17.3 1.9E-06

8.0 29.0 13.2 15.8 15.8 1.7E-06

Avg.of All Rdgs. 4.9E-06

Max.Hyd.Gradient: 7.6


A-19 of 77


ASTM D 5856-02










DATA TEST TEST


Wt. Wet Soil & Pan (g) 1122.90 749.60

Wt. Dry Soil & Pan (g) 558.10 558.10



Wt. of Dry Soil (g) 558.10 558.10
























0.0 43.4 3.2 40.2 40.2

1.0 42.8 3.8 39.1 39.1 4.2E-06

1.0 42.3 4.3 38.0 38.0 3.9E-06

1.0 41.8 4.8 37.0 37.0 3.8E-06

1.0 41.3 5.3 36.1 36.1 3.7E-06




A-20 of 77


ASTM D 5856-02










DATA TEST TEST


Wt. Wet Soil & Pan (g) 1122.90 739.30

Wt. Dry Soil & Pan (g) 558.10 558.10



Wt. of Dry Soil (g) 558.10 558.10
























0.0 46.6 2.1 44.5 44.5

2.0 45.6 3.0 42.6 42.6 3.0E-06

2.0 44.7 3.9 40.8 40.8 3.0E-06

2.0 43.9 4.7 39.2 39.2 2.8E-06

2.0 43.1 5.5 37.6 37.6 2.9E-06

6.2




A-21 of 77


ASTM D 5856-02










DATA TEST TEST


Wt. Wet Soil & Pan (g) 1122.90 728.60

Wt. Dry Soil & Pan (g) 558.10 558.10



Wt. of Dry Soil (g) 558.10 558.10
























0.0 46.8 3.0 43.8 43.8

3.0 45.4 4.3 41.1 41.1 2.9E-06

3.0 44.1 5.7 38.4 38.4 3.1E-06

3.0 42.9 7.0 35.9 35.9 3.0E-06

3.0 41.9 8.1 33.8 33.8 2.7E-06

3.0 40.8 9.1 31.7 31.7 2.9E-06




A-22 of 77


ASTM D 5856-02










DATA TEST TEST


Wt. Wet Soil & Pan (g) 1122.90 717.50

Wt. Dry Soil & Pan (g) 558.10 558.10



Wt. of Dry Soil (g) 558.10 558.10
























0.0 48.0 1.8 46.2 46.2

2.0 47.4 2.5 44.9 44.9 1.9E-06

2.0 46.4 3.3 43.1 43.1 2.7E-06

2.0 45.9 3.9 42.0 42.0 1.7E-06

2.0 45.4 4.4 41.0 41.0 1.6E-06

2.0 44.9 4.9 40.0 40.0 1.6E-06

2.0 44.4 5.4 39.0 39.0 1.7E-06




A-23 of 77


ASTM D 5856-02










DATA TEST TEST


Wt. Wet Soil & Pan (g) 1122.90 711.10

Wt. Dry Soil & Pan (g) 558.10 558.10



Wt. of Dry Soil (g) 558.10 558.10
























0.0 47.6 2.1 45.5 45.5

5.0 46.8 3.0 43.8 43.8 9.8E-07

5.0 45.8 3.8 42.0 42.0 1.1E-06

5.0 45.0 4.7 40.3 40.3 1.1E-06

5.0 44.3 5.4 38.9 38.9 9.1E-07

5.0 43.6 6.1 37.5 37.5 9.5E-07




A-24 of 77

PROJECT NO.:

PROJECT: Casino Copper-Gold 20 12

TESTED BY: jhk Denver

DATE: 14/06/12 S.G. SOLIDS : 2.67

Whole Tailings Composite S.G. LIQUOR: 1.0000

pH LIQUOR: 7.00

CONSOLIDATION TESTS

CYLINDER: A

Weight of Container: 0.0

Weight of Slurry + Cont.: 1128.0

Height to Bottom of Slurry: 0.0

Height to Top of Slurry: 270.0

Diameter of Container: 59.0

Settled Top of Slurry Heights: 214

BEFORE CONSOLIDATION: 214.0

AFTER CONSOLIDATION: 194.0

AFTER COMPLETE DRAINAGE: 194.0

DATE TIME SLURRY WEIGHT WEIGHT Water

HEIGHT OF WATER + OF Level

DAY MONTH HOUR MINUTE SECOND READING CONTAINER CONTAINER

18 6 8 13 0 214.0 399.2 399.2 293.0

18 6 8 13 6 212.0 293.0

18 6 8 13 15 212.0 293.0

18 6 8 13 30 212.0 407.3 399.2 293.0

18 6 8 14 0 211.0 408.7 407.3 293.0

18 6 8 15 0 210.5 410.5 408.7 293.0

18 6 8 18 0 209.0 414.0 410.5 293.0

18 6 8 23 0 208.0 417.9 414.0 293.0

18 6 8 33 0 206.0 423.4 417.9 293.0

18 6 8 43 0 205.0 427.5 423.4 293.0

18 6 9 13 0 202.5 437.4 427.5 293.0

18 6 9 43 0 201.0 445.6 437.4 293.0

18 6 10 13 0 200.5 454.0 445.6 293.0

18 6 11 13 0 200.5 469.7 454.0 293.0

18 6 12 13 0 200.5 485.5 469.7 293.0

18 6 16 18 0 200.0 550.0 485.5 293.0

19 6 8 10 0 194.0 771.2 550.0

VA201-325/08

NOTES: Water had completely drained at 24 hour reading.

7/1/2012 Knight Piésold and Company Casino Whole Tails LS Consol Rev 0.xls

A-25 of 77

Casino Whole Tails LS Consol Rev 0.xls

CONSOLIDATION TEST PROJECT DATE : 14-Jun-12

SAMPLE Whole Tailings Composite TESTED BY : jhk Denver

* Weight of Container : 0.0 PULP DENSITY : 1.531

* Weight of Slurry + Container : 1128.0 * S.G. SOLIDS : 2.67

Weight of Slurry : 1128.0 * S.G. LIQUOR : 1.00

* Height to Bottom of Slurry : 0.0 % WT. SOLIDS : 55.46

* Height to Top of Slurry : 270.0 Weight of Solids : 625.5

Height of Slurry : 270.0 Volume of water : 502.5

* Internal dia. of Container : 59.0

Volume of Slurry : 736.9

BEFORE CONSOLIDATION AFTER CONSOLIDATION AFTER COMPLETE DRAINAGE

* Settled Slurry Ht : 214.0 * Settled Slurry Ht : 194.0 * Settled Slurry Ht : 194.0

Ht of Water : 56.0 Ht of Water : 76.0 Ht of Water : -

Vol of Slurry : 584.1 Vol of Slurry : 529.5 Vol of Slurry : 529.5

Vol of Water : 152.8 Vol of Water : 207.4 Vol of Water : -

Dry Density : 1.071 Dry Density : 1.181 Dry Density : 1.181

Pulp Density : 1.670 Pulp Density : 1.739 Pulp Density : 1.739

Void Ratio : 1.491 Void Ratio : 1.258 Void Ratio : 1.258

Total Stress at Base : 4.053 Total Stress at Base : 4.053 Total Stress at Base : 3.308

Eff. Stress at Base : 1.405 Eff. Stress at Base : 4.053 Eff. Stress at Base : 5.210

Average Eff. Stress : 0.703 Average Eff. Stress : 2.027 Average Eff. Stress : 2.605

* * *

DAY TIME ELAPSED TIME SLURRY SETTLEMENT WEIGHT WEIGHT VOLUME CUMUL. HEIGHT VOLUME DRY i VALUE PERMEABILITY

HEIGHT OF OF WATER OF OF VOLUME OF OF DENSITY (av ht) (m/s)

(hours) (min) (sec) READING SLURRY & CONT CONT WATER OF WATER SLURRY SLURRY t/m^3

18/06/12 08:13:00 << START TIME 0 214.0 0.00 399.2 399.2 0.0 0.0 214.0 584.1 1.071

18/06/12 08:13:06 0.00 0.10 6 212.0 2.00 0.0 0.0 0.0 0.0 212.0 578.6 1.081 1.27 0.000E+00

18/06/12 08:13:15 0.00 0.25 15 212.0 2.00 0.0 0.0 0.0 0.0 212.0 578.6 1.081 1.27 --

18/06/12 08:13:30 0.01 0.50 30 212.0 2.00 407.3 399.2 8.1 8.1 212.0 578.6 1.081 1.27 7.796E-05

18/06/12 08:14:00 0.02 1.00 60 211.0 3.00 408.7 407.3 1.4 9.5 211.0 575.9 1.086 1.28 1.311E-05

18/06/12 08:15:00 0.03 2.00 120 210.5 3.50 410.5 408.7 1.8 11.3 210.5 574.5 1.089 1.28 8.389E-06

18/06/12 08:18:00 0.08 5.00 300 209.0 5.00 414.0 410.5 3.6 14.8 209.0 570.4 1.097 1.29 5.645E-06

18/06/12 08:23:00 0.17 10.00 600 208.0 6.00 417.9 414.0 3.8 18.7 208.0 567.7 1.102 1.29 3.622E-06

18/06/12 08:33:00 0.33 20.00 1200 206.0 8.00 423.4 417.9 5.5 24.2 206.0 562.2 1.113 1.30 2.580E-06

18/06/12 08:43:00 0.50 30.00 1800 205.0 9.00 427.5 423.4 4.1 28.3 205.0 559.5 1.118 1.31 1.920E-06

18/06/12 09:13:00 1.00 60.00 3600 202.5 11.50 437.4 427.5 9.9 38.2 202.5 552.7 1.132 1.33 1.516E-06

18/06/12 09:43:00 1.50 90.00 5400 201.0 13.00 445.6 437.4 8.3 46.4 201.0 548.6 1.140 1.34 1.255E-06

18/06/12 10:13:00 2.00 120.00 7200 200.5 13.50 454.0 445.6 8.4 54.8 200.5 547.2 1.143 1.34 1.264E-06

18/06/12 11:13:00 3.00 180.00 10800 200.5 13.50 469.7 454.0 15.7 70.5 200.5 547.2 1.143 1.35 1.187E-06

18/06/12 12:13:00 4.00 240.00 14400 200.5 13.50 485.5 469.7 15.8 86.3 200.5 547.2 1.143 1.35 1.191E-06

18/06/12 16:18:00 8.08 485.00 29100 200.0 14.00 550.0 485.5 64.6 150.8 200.0 545.9 1.146 1.35 1.193E-06

19/06/12 08:10:00 23.95 1437.00 86220 194.0 20.00 771.2 550.0 221.2 372.0 194.0 529.5 1.181 1.37 1.035E-06

COEFFICIENT OF CONSOLIDATION

U value Tv Measured Value ROW X values Y values L values H values A B C Time(h) Cv

Mv

0.5 0.197 7.00 7 6.000 -0.778 0.009 0.031 -1.272 0.231 82.71 0.0706

8.000 -0.477 14.000 0.151 Kv

9.000 -0.301 15.000 0.159 1.676E-06

Cc

0.6 0.287 8.40 8 8.000 -0.477 -0.016 0.447 -3.031 0.395 69.95 0.5061

9.000 -0.301 17.000 0.176

11.500 0.000 19.500 0.136 76.33

Casino Copper-Gold

Page 2

A-26 of 77

FLOW CONE VISCOSITY & Project No.

SOLIDS CONTENT DETERMINATION VA101-325/08

Project: Casino Sample No.: 25% 40% 55%

Location: Manufactured O/F

Test Date: 15-Jun-12 10:57 AM Tested By: jk/db

FLOW CONE WATER DISCHARGE CALIBRATION

Trial No. 1. 2. 3. Average

Time for complete water discharge (sec) 7.67 7.77 7.77 7.74

FLOW CONE TAILINGS DISCHARGE TESTS

Trial No. 1 2 3

Time for tailings discharge (sec) 8.07 8.13 8.91 8.37

PERCENT SOLIDS AND MOISTURE CONTENT DETERMINATION

Trial No. 1. 2. 3. 4. Average

Origin of Sample Target Target Target

25% 40% 55%

Tare No.

a. Tare Weight (g) 113 113 118

b. Tare + Wet Sample Weight (g) 926 503 479

c. Tare + Dry Sample Weight (g) 287 268 317

Drying Time - From 15-Jun-12 15-Jun-12 15-Jun-12

- To 16-Jun-12 16-Jun-12 16-Jun-12

d. Moisture Loss [b-c] (g) 638.5 234.3 162

e. Dry Sample Weight [c-a] (g) 173.8 155.6 198.8

Initial Parameters from Previous Test

f. Tare (Cylinder or Beaker) Weight (g) 113 113 118

g. Tare + Initial Slurry Weight (g) 926 503 479

h. Initial Slurry Weight (g) 812 390 361

i. True Moisture Loss [h-e] (g) 639 234 162

PERCENT SOLIDS [e/h*100] (%) 21.4 39.9 55.1

MOISTURE CONTENT [i/e*100] (%) 367.4 150.6 81.5

Comments:

30.7

Solids content percentages reported in trials 1, 2 & 3 will vary slightly for each specific test.

C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx] viscosity solid 9-Jul-12 10:40 AM

A-27 of 77


VA101-325/08

Project: Casino Sample No.: 25% Test Date: 6/15/2012-6/19/2012

Location: Manufactured O/F Tested By: jhk/db

Initial Parameters




Time of Readings 15-Jun-12 09:33 AM g. Weight of Solids [(c-a)/(1+d/100)] = 200 g

On-going Readings

A. B. C. D. E. F. G. H.





(g) (ml) (ml) (%) (%) (g/cm³) (g/cm³) (%)

1. 15-Jun-12 09:48 AM 1090 780 620 23 21 1.20 0.32 273.4

2. 15-Jun-12 09:56 AM 1090 780 550 33 29 1.23 0.36 238.3

3. 15-Jun-12 10:09 AM 1090 780 430 50 45 1.29 0.46 178.2

4. 15-Jun-12 10:33 AM 1090 780 325 64 58 1.39 0.61 125.6

5. 15-Jun-12 11:07 AM 1090 780 295 69 62 1.42 0.68 110.6

6. 15-Jun-12 12:26 PM 1090 780 265 73 66 1.47 0.75 95.5

7. 15-Jun-12 04:30 PM 1090 780 250 75 68 1.50 0.80 88.0

8. 16-Jun-12 09:03 AM 1090 780 250 75 68 1.50 0.80 88.0

9. 17-Jun-12 01:15 PM 1090 780 240 77 69 1.52 0.83 83.0

10 18-Jun-12 08:40 AM 1090 780 240 77 69 1.52 0.83 83.01

11 19-Jun-12 08:45 AM 1089 780 240 77 69 1.52 0.83 83.01

C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx]unset 25 09-Jul-12 10:40 AM

A-28 of 77


VA101-325/08

Project: Casino Sample No.: 40% Test Date: 6/15-6/21/12


Initial Parameters





On-going Readings

A. B. C. D. E. F. G. H.





(g) (ml) (ml) (%) (%) (g/cm³) (g/cm³) (%)

1. 15-Jun-12 09:48 AM 1523 1000 870 16 13 1.39 0.62 124.83

2. 15-Jun-12 09:56 AM 1523 1000 835 21 17 1.40 0.64 118.31

3. 15-Jun-12 10:09 AM 1523 1000 770 29 23 1.44 0.70 106.21

4. 15-Jun-12 10:33 AM 1523 1000 650 44 35 1.52 0.83 83.86

5. 15-Jun-12 11:07 AM 1523 1000 610 49 39 1.55 0.88 76.42

6. 15-Jun-12 12:26 PM 1523 1000 570 54 43 1.59 0.94 68.97

7. 15-Jun-12 04:30 PM 1523 1000 540 57 46 1.62 0.99 63.38

8. 16-Jun-12 09:03 AM 1523 1000 540 57 46 1.62 0.99 63.38

9. 17-Jun-12 01:15 PM 1523 1000 540 57 46 1.62 0.99 63.38

10 18-Jun-12 08:40 AM 1522 1000 535 58 47 1.63 1.00 62.45

11 19-Jun-12 08:45 AM 1522 1000 530 59 47 1.64 1.01 61.52

12 20-Jun-12 10:13 AM 1522 1000 530 59 47 1.63 1.01 61.52

13 21-Jun-12 10:46 AM 1522 1000 530 59 47 1.63 1.01 61.52


A-29 of 77


VA101-325/08

Project: Casino Sample No.: 55% Test Date: 6/15/2012-6/19/2012


Initial Parameters





On-going Readings

A. B. C. D. E. F. G. H.





(g) (ml) (ml) (%) (%) (g/cm³) (g/cm³) (%)

1. 15-Jun-12 09:48 AM 1632 945 880 10 7 1.56 0.90 73.08

2. 15-Jun-12 10:09 AM 1632 945 860 13 9 1.57 0.92 70.56

3. 15-Jun-12 10:33 AM 1632 945 840 16 11 1.59 0.94 68.04

4. 15-Jun-12 11:07 AM 1632 945 820 19 13 1.60 0.97 65.51

5. 15-Jun-12 12:26 PM 1632 945 790 24 16 1.62 1.00 61.73

6. 15-Jun-12 05:00 PM 1632 945 740 32 22 1.66 1.07 55.42

7. 16-Jun-12 09:03 AM 1632 945 720 35 24 1.68 1.10 52.90

8. 17-Jun-12 01:15 PM 1632 945 720 35 24 1.68 1.10 52.90

9. 18-Jun-12 08:40 AM 1632 945 720 35 24 1.68 1.10 52.90

10 19-Jun-12 08:45 AM 1631 945 720 35 24 1.68 1.10 52.90


A-30 of 77





Initial Parameters





On-going Readings

A. B. C. D. E. F. G. H.






1. 15-Jun-12 09:43 AM 1156 740 650 90 16 84 1.22 0.31

2. 15-Jun-12 09:53 AM 1058 645 545 100 30 94 1.26 0.37

3. 15-Jun-12 10:04 AM 954 540 450 90 41 91 1.31 0.44

4. 15-Jun-12 10:14 AM 855 440 360 80 48 75 1.40 0.55

5. 15-Jun-12 10:32 AM 771 360 300 60 57 44 1.46 0.66

6. 15-Jun-12 11:00 AM 716 300 270 30 67 28 1.53 0.74

7 15-Jun-12 12:19 PM 669 255 230 25 86 22 1.62 0.87

8 15-Jun-12 04:13 PM 624 210 210 0 110 0 1.67 0.95

9 16-Jun-12 08:54 AM 623 210 210 0 110 0 1.67 0.95

10 17-Jun-12 01:15 PM 623 210 210 0 111 0 1.67 0.95






1. 0.00 22.2 7.7 7.82 17.5 7.6 134 7.82 7.7 6.5E-05

2. 0.00 22.9 7.6 8.12 17.8 7.6 146 8.12 7.6 6.6E-05

3. 0.00 22.2 7.6 6.13 18.5 7.6 102 6.13 7.6 6.3E-05

4. 0.00 21.8 7.6 5.85 18.3 7.6 98 5.85 7.6 6.3E-05

5. 0.00 22.6 7.6 1.62 21.6 7.6 31 1.62 7.6 5.9E-05

AVG. 6.3E-05

C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx]dranset 2509-Jul-12 10:40 AM

A-31 of 77





Initial Parameters





On-going Readings

A. B. C. D. E. F. G. H.






1. 15-Jun-12 09:46 AM 1573 970 870 100 7 94 1.38 0.60

2. 15-Jun-12 10:07 AM 1475 875 780 95 12 84 1.42 0.67

3. 15-Jun-12 10:28 AM 1387 790 685 105 15 95 1.48 0.76

4. 15-Jun-12 11:03 AM 1286 690 595 95 21 83 1.55 0.88

5. 15-Jun-12 12:22 PM 1194 595 540 55 30 53 1.61 0.97

6. 15-Jun-12 04:16 PM 1123 525 490 35 49 28 1.67 1.06

7. 16-Jun-12 08:59 AM 1056 460 460 0 88 0 1.71 1.13

8 17-Jun-12 01:15 PM 1054 460 460 0 90 0 1.71 1.13

9 18-Jun-12 08:34 AM 1052 455 455 0 92 0 1.72 1.15






1. 0.00 37.4 16.1 16.30 33.2 16.1 110 16.30 16.1 3.3E-05

2. 0.00 33.2 16.1 8.12 31.4 16.1 50 8.12 16.1 3.1E-05

3. 0.00 31.4 16.1 17.40 27.9 16.1 96 17.40 16.1 3.0E-05

4. 0.00 27.9 16.1 5.67 26.8 16.1 27 5.67 16.1 3.2E-05

AVG. 3.1E-05

C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx]dranset 4009-Jul-12 10:40 AM

A-32 of 77





Initial Parameters





On-going Readings

A. B. C. D. E. F. G. H.






1. 15-Jun-12 09:50 AM 1696 920 900 20 22 17 1.56 0.88

2. 15-Jun-12 10:12 AM 1672 900 860 40 28 31 1.58 0.92

3. 15-Jun-12 11:06 AM 1628 855 800 55 42 49 1.62 0.99

4. 15-Jun-12 12:25 PM 1565 790 750 40 56 35 1.67 1.06

5. 15-Jun-12 04:20 PM 1503 730 690 40 83 37 1.72 1.15

6. 16-Jun-12 09:01 AM 1436 660 660 0 113 0 1.76 1.20

7. 17-Jun-12 01:15 PM 1435 660 660 0 114 0 1.76 1.20






1. 0.00 36.4 23.0 7.78 34.8 23.0 43 7.78 23.0 3.7E-05

2. 0.00 34.8 23.0 16.30 31.5 23.0 87 16.30 23.0 3.9E-05

3. 0.00 31.5 23.0 8.12 30.0 23.0 40 8.12 23.0 3.8E-05

4. 0.00 30.0 23.0 17.35 27.1 23.0 78 17.53 23.0 3.7E-05

AVG. 3.8E-05

C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx]dranset 55 09-Jul-12 10:40 AM

A-33 of 77




Location: Manufactured O/F Tested By: jk/db


a. Beaker (Tare) Weight = 398 g d. Moisture Content (from drying test) = 326.7 % x. Beaker Tare Weight = 398 g


c. Tare + Initial Slurry Weight = 1370 g f. Weight of Water [(c-a)/(1+1/(d/100))] = 744 g z. Beaker Cross-Sectional Area = 84.46 cm²

Time of Readings 15-Jun-12 g. Weight of Solids [(c-a)/(1+d/100)] = 228 g



On-going Readings






1 15-Jun-12 9:41 AM 1370 820.0 650.0 159.0 650.0 20.7 0.35 326.6 100.0 Water Decanted 1011 0 0






7 15-Jun-12 12:18 PM 828 300.0 245.0 31.4 245.0 70.1 0.93 88.7 100.0 Water Decanted 1009 0 0



10 17-Jun-12 1:15 PM 741 200.0 200.0 200.0 75.6 1.14 50.6 99.4 No free water 962 0 6

11 18-Jun-12 8:29 AM 722 190.0 190.0 190.0 76.8 1.20 42.3 90.8 No free water 938 0 9

12 19-Jun-12 8:34 AM 698 194.5 5.2 189.3 76.9 1.20 31.4 67.8 specimen pulling from sides of jar 907 0 12

13 20-Jun-12 9:52 AM 673 193.7 17.5 176.2 78.5 1.29 20.6 50.7 specimen measured 874 0 16





C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx]Graphs-55 09-Jul-12 10:40 AM

Notes:

A-34 of 77



Project: Casino Sample No.: 40% Test Date: 6/15-









On-going Readings













8 17-Jun-12 1:15 PM 1068 375.0 375.0 0.0 375.0 55.9 1.23 46.7 100.0 No free water 962 0 6



11 20-Jun-12 10:09 AM 993 359.0 21.1 337.8 60.3 1.37 30.4 83.7 Specimen pulling from sides of jar 874 0 16







18 18-Jun-12 1:01 PM 859 358.1 37.6 320.5 62.3 1.44 1.4 4.4 Specimen measured 652 0 43



Notes:

A-35 of 77



Project: Casino Sample No.: 55% Test Date: 6/15/2012-6/









On-going Readings











6 16-Jun-12 9:00 AM 1687 750.0 750.0 0.0 750.0 25.0 1.12 52.5 100.0 No free water observed 988 0 3

7 17-Jun-12 1:15 PM 1663 725.0 725.0 725.0 27.5 1.16 49.7 100.0 No free water observed 962 0 6

8 18-Jun-12 8:35 AM 1642 700.0 700.0 700.0 30.0 1.20 47.2 100.0 No free water observed 938 0 9

9 19-Jun-12 8:41 AM 1614 680.0 680.0 680.0 32.0 1.24 43.9 100.0 No free water observed 907 0 12

10 20-Jun-12 10:18 AM 1584 705.4 45.4 660.0 34.0 1.28 40.3 97.2 Specimen pulling from sides of jar 874 0 16







17 28-Jun-12 12:57 PM 1392 680.0 106.7 573.3 42.7 1.47 17.5 56.1 Specimen measured 652 0 43



20 02-Jul-12 6:00 PM 1300 680.0 106.7 573.3 42.7 1.47 6.6 21.2 Specimen measured 552 0 54

21 03-Jul-12 11:24 AM 1291 680.0 106.7 573.3 42.7 1.47 5.5 17.6 Specimen measured 524 0 58




Notes:

A-36 of 77

TABLE 1.0



VA101-325/08

SUMMARY OF TAILINGS SEDIMENTATION TEST RESULTS

TAILINGS COMPOSITE

Undrained Settling Test Drained Settling Test Settling and Drying Test Additional

Solids Slurry Total Portion of Initial Solids Slurry Total Portion of Initial Average Solids Slurry Total Water

Content Dry Water Water Retained in Content Dry Water Water Retained in Permeability Content Dry Evaporation Recovered

Density Recovery Tailings prior to Density Recovery Tailings prior to Density in Drained

Onset of Evaporation Onset of Evaporation Test

(%) (g/cm³) (%) (%) (%) (g/cm³) (%) (%) (cm/sec) (%) (g/cm³) (mm) (%)

22.0 0.83 76.5 23.5 22.1 0.95 78.4 21.6 6.3E-05 23.4 1.32 31.9 1.8

40.2 1.01 58.7 41.3 39.8 1.15 66.9 33.1 3.1E-05 39.6 1.44 45.0 8.1

55.2 1.10 34.9 65.1 55.0 1.20 43.5 56.5 3.8E-05 54.9 1.47 68.6 8.5


A-37 of 77

FIGURE 1.1



VA101-325/08

TAILINGS DEPOSITION METHOD VS. DRY DENSITY

TAILINGS COMPOSITE


0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

20 25 30 35 40 45 50 55 60

Dry

Den

sity

of

Soli

ds

(gm

/cm

3)


Settling and Drying Test



A-38 of 77

FIGURE 1.2



VA101-325/08

TAILINGS DEPOSITION METHOD VS. WATER RECOVERY

TAILINGS COMPOSITE


0

10

20

30

40

50

60

70

80

90

100

20 25 30 35 40 45 50 55 60

Wat

er R

ecover

y (

% o

f in

itia

l w

ater

conte

nt)




Water recovery as

supernatant in

undrained conditions

Portion of initial water

retained in tailings prior

to the onset of evaporation

Additional water recovered

with underdrainage

A-39 of 77

FIGURE 1.3



VA101-325/08

MANUFACTURED OVERFLOW


0.25

C:\Documents and Settings\sbush\My Documents\Lab\2012\Assignments-Data\KP Vancouver\Casino\[Casino manuf OF Stettling Tests Rev 0.xlsx]Graphs-25 7/9/12 10:40 AM

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.00.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0


Slurry Dry Density

Volume Reduction

Dry

Den

sity

of

Tai

lin

gs

(g/c

m³)

Red

uct

ion i

n V

olu

me

(%)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0


Moisture Content

Saturation

Sat

ura

tion (

%)

Mois

ture

Conte

nt

(%)

A-40 of 77

FIGURE 1.4



VA101-325/08


0.4


0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.00.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0


Slurry Dry Density

Volume Reduction

Dry

Den

sity

of

Tai

lings

(g/c

m³)

Red

uct

ion i

n V

olu

me

(%)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 45.0 48.0


Moisture Content

Saturation

Sat

ura

tion (

%)

Mois

ture

Conte

nt

(%)

A-41 of 77

FIGURE 1.5



VA101-325/08


0.55


Note:

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.00.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

1.6

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0


Slurry Dry Density

Volume Reduction

Red

uct

ion

in

Volu

me

(%)

Dry

Den

sity

of

Tai

lin

gs

(g/c

m³)

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0


Moisture Content

Saturation

Sat

ura

tion

(%

)

Mois

ture

Con

ten

t (%

)

A-42 of 77

SLURRY CONSOLIDOMETER TEST RESULTS

CASINO

MANUFACTURED OVERFLOW TAILINGS

VA101-325/08

psi Free 0.5 2 5 10 20 40 80 120

psf 72 288 720 1440 2880 5760 11520 17280

kPa 3 14 34 69 138 276 552 827

343.6 10.0 34.0 18.7 12.4 10.9 10.1 11.7 6.7

343.6 353.6 387.6 406.3 418.7 429.6 439.7 451.4 458.1

473.3 463.3 429.3 410.6 398.2 387.3 377.2 365.5 358.8

1.228 1.181 1.021 0.933 0.875 0.823 0.776 0.721 0.689

76.0 77.6 83.7 87.6 90.3 92.8 95.3 98.4 100.2

5.678 5.558 5.150 4.926 4.777 4.646 4.525 4.385 4.304

789.0 716.6 634.5 588.4 555.0 525.7 496.1 471.9

4.121 4.241 4.649 4.874 5.022 5.153 5.274 5.415 5.495

1.623 1.670 1.830 1.919 1.977 2.029 2.076 2.132 2.163

1.623 0.047 0.161 0.088 0.059 0.051 0.048 0.055 0.032

Specific Gravity 2.711 Ring Diameter (in./cm) 4.056 10.30

Slurry Mass w/tare, g 1400.50 Ring Area, cm2 83.359

Tare, g 217.90 Ring Height (in./cm) 4.058 10.31

Slurry Mass, g 1182.60 Ring Volume, cm3 859.21

Height of Slurry (in./cm) 3.858 9.80

Volume of Slurry, cc 816.86 Wet + Tare, g 828.50

Solids Content, % 48.0 Dry + Tare, g 686.50

Wt. of Solids, g 575.9 Tare, g 110.63

Ht. of Solids, cm 2.548 Wt. of Water, g 142.00

Volume of Solids, cc 212.42 Wt. of Dry Solids, g 575.87

Intial Void Ratio, e 2.846 Moisture Content, % 24.66

Dry Unit Weight, pcf

Slurry Height, cm

Individual change in height, in.

SAMPLE PARAMETERS

Post Test Specimen Data

Consolidation Test Data - Double Ended Drainage

Volume Change, cc

Cumulative Volume Change, cc

STRESS

Consolidated Slurry Volume, cm3

Cumulative change in height, in.

Mean Slurry Height, H2 mm

Total Ht. Change, cm

Settled Void Ratio, ec

7/5/2012 Knight Piésold Company Casino Manufactured OF HS Consol Rev 0.xls

A-43 of 77

y = -0.087ln(x) + 1.0924

0.000

0.200

0.400

0.600

0.800

1.000

1.200

1.400

0.1 1 10 100 1000

Void

Rati

o, e


Void Ratio vs. Effective Stress

Casino Manufactured Overflow Tailings

7/5/2012 Knight Piésold and Company Casino Manufactured OF HS Consol Rev 0.xls

A-44 of 77

1.22

1.24

1.34

1.40

1.45

1.49

1.53

1.58

1.61

70

75

80

85

90

95

100

105

0 20 40 60 80 100 120 140

Dry

Un

it W

eig

ht,

pcf


Dry Unit Weight vs. Effective Stress

Casino Manufactured Overflow Tailings


A-45 of 77

VA101-325/08

Casino

Manufactured Overflow





0.00 0.00 49.6 0.4

0.05 0.22 47.0 3.0

0.10 0.32 45.5 4.5

0.25 0.50 42.0 8.0

0.50 0.71 38.3 11.7

1.00 1.00 34.0 16.0

2.00 1.41 32.1 17.9

4.00 2.00 31.7 18.3

11.00 3.32 31.3 18.7

18.00 4.24 31.2 18.8

26.00 5.10 31.0 19.0

37.00 6.08 30.9 19.1




0.00 0.00 49.5 0.5

0.05 0.22 46.4 3.6

0.10 0.32 45.3 4.7

0.25 0.50 42.4 7.6

0.50 0.71 40.1 9.9

1.00 1.00 38.4 11.6

2.00 1.41 38.0 12.0

4.00 2.00 37.7 12.3

9.00 3.00 37.2 12.8

16.00 4.00 37.1 12.9

20

25

30

35

40

45

50

0 1 2 3 4 5 6 7

Bure

t L

evel

, cc

Sq. Root Time, min.

Casino Manufactured O/F Tailings


36

38

40

42

44

46

48

50

0 1 1 2 2 3 3 4 4 5

Bure

t L

evel

, cc

Sq. Root Time, min.



7/5/2012 Knight Piésold Company Casino Manufactured OF HS Consol Rev 0.xlsA-46 of 77

VA101-325/08

Casino






0.00 0.00 49.5 0.5

0.05 0.22 46.2 3.8

0.10 0.32 44.8 5.2

0.25 0.50 41.9 8.1

0.50 0.71 40.3 9.7

1.00 1.00 39.5 10.5

2.00 1.41 39.2 10.8

4.00 2.00 38.9 11.1

9.00 3.00 38.8 11.2

16.00 4.00 38.6 11.4




0.00 0.00 49.1 0.9

0.05 0.22 45.0 5.0

0.10 0.32 43.7 6.3

0.25 0.50 41.1 8.9

0.50 0.71 40.1 9.9

1.00 1.00 39.6 10.4

2.00 1.41 39.3 10.7

4.00 2.00 39.1 10.9

9.00 3.00 38.9 11.1

16.00 4.00 38.8 11.2

36

38

40

42

44

46

48

50

0 1 1 2 2 3 3 4 4 5B

ure

t L

evel

, cc

Sq. Root Time, min.



38

40

42

44

46

48

50

0 1 1 2 2 3 3 4 4 5

Bure

t L

evel

, cc

Sq. Root Time, min.




VA101-325/08

Casino






0.00 0.00 49.0 1.0

0.05 0.22 42.5 7.5

0.10 0.32 40.6 9.4

0.25 0.50 39.1 10.9

0.50 0.71 38.6 11.4

1.00 1.00 38.1 11.9

2.00 1.41 37.9 12.1

4.00 2.00 37.6 12.4

9.00 3.00 37.4 12.6

16.00 4.00 37.3 12.7




0.00 0.00 49.5 0.5

0.05 0.22 46.3 3.7

0.10 0.32 45.2 4.8

0.25 0.50 44.6 5.4

0.50 0.71 44.2 5.8

1.00 1.00 43.9 6.1

2.00 1.41 43.6 6.4

4.00 2.00 43.4 6.6

9.00 3.00 43.1 6.9

16.00 4.00 42.9 7.1

25.00 5.00 42.8 7.2

36

38

40

42

44

46

48

50

0 1 1 2 2 3 3 4 4 5B

ure

t L

evel

, cc

Sq. Root Time, min.



42

43

44

45

46

47

48

49

50

0 1 2 3 4 5 6

Bure

t L

evel

, cc

Sq. Root Time, min.





ASTM D 5856-02


CLIENT: Casino

PROJECT: Casino Copper-Gold PROJECT NO. : VA101-325.08

SAMPLE NO. Manufactured O/F LAB NO. : L2012-056

DEPTH SAMPLE ID: 2012-056-02


SAMPLE TYPE slurry TEST FINISHED : 07/03/12



DATA TEST TEST


Wt. Wet Soil & Pan (g) 1182.60 776.30

Wt. Dry Soil & Pan (g) 575.90 575.90



Wt. of Dry Soil (g) 575.90 575.90
























0.0 43.4 1.9 41.5 41.5

1.5 41.3 4.0 37.3 37.3 1.1E-05

1.5 39.6 5.9 33.7 33.7 1.0E-05

2.0 37.3 8.1 29.2 29.2 1.1E-05

4.0 33.9 11.6 22.3 22.3 1.0E-05




A-49 of 77


ASTM D 5856-02


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 1182.60 763.90

Wt. Dry Soil & Pan (g) 575.90 575.90



Wt. of Dry Soil (g) 575.90 575.90
























0.0 41.9 1.6 40.3 40.3

0.5 41.2 2.3 38.9 38.9 1.1E-05

0.5 40.7 2.9 37.8 37.8 8.6E-06

1.0 39.7 4.0 35.7 35.7 8.6E-06

2.0 37.6 6.1 31.5 31.5 9.4E-06

4.0 34.7 9.3 25.4 25.4 8.1E-06




A-50 of 77


ASTM D 5856-02


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 1182.60 753.00

Wt. Dry Soil & Pan (g) 575.90 575.90



Wt. of Dry Soil (g) 575.90 575.90
























0.0 43.5 1.9 41.6 41.6

3.0 41.1 4.9 36.2 36.2 6.8E-06

4.0 38.1 8.0 30.1 30.1 6.7E-06

8.0 33.3 12.9 20.4 20.4 7.1E-06

16.0 28.2 18.4 9.8 9.8 6.7E-06




A-51 of 77


ASTM D 5856-02


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 1182.60 742.90

Wt. Dry Soil & Pan (g) 575.90 575.90



Wt. of Dry Soil (g) 575.90 575.90
























0.0 47.3 2.6 44.7 44.7

1.0 46.8 3.0 43.8 43.8 2.9E-06

2.0 46.0 3.9 42.1 42.1 2.8E-06

4.0 44.4 5.6 38.8 38.8 2.9E-06

8.0 41.6 8.3 33.3 33.3 2.7E-06




A-52 of 77


ASTM D 5856-02


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 1182.60 731.20

Wt. Dry Soil & Pan (g) 575.90 575.90



Wt. of Dry Soil (g) 575.90 575.90
























0.0 42.3 2.7 39.6 39.6

2.0 41.8 3.3 38.5 38.5 1.9E-06

4.0 40.6 4.6 36.0 36.0 2.3E-06

8.0 38.5 6.9 31.6 31.6 2.2E-06

16.0 35.1 10.4 24.7 24.7 2.1E-06




A-53 of 77


ASTM D 5856-02


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 1182.60 724.50

Wt. Dry Soil & Pan (g) 575.90 575.90



Wt. of Dry Soil (g) 575.90 575.90
























0.0 41.1 2.5 38.6 38.6

2.0 40.6 3.0 37.6 37.6 1.8E-06

4.0 39.5 4.1 35.4 35.4 2.0E-06

8.0 37.8 6.0 31.8 31.8 1.8E-06

16.0 34.7 9.0 25.7 25.7 1.8E-06




A-54 of 77

PROJECT NO.:

PROJECT: Casino Copper-Gold 20 12

TESTED BY: jhk Denver

DATE: 16/06/12 S.G. SOLIDS : 2.71

Manufactured Overflow S.G. LIQUOR: 1.0000

pH LIQUOR: 7.00

CONSOLIDATION TESTS

CYLINDER: B

Weight of Container: 0.0

Weight of Slurry + Cont.: 1442.0

Height to Bottom of Slurry: 0.0

Height to Top of Slurry: 370.0

Diameter of Container: 58.8

Settled Top of Slurry Heights: 243

BEFORE CONSOLIDATION: 243.0

AFTER CONSOLIDATION: 227.0

AFTER COMPLETE DRAINAGE: 227.0

DATE TIME SLURRY WEIGHT WEIGHT Water

HEIGHT OF WATER + OF Level

DAY MONTH HOUR MINUTE SECOND READING CONTAINER CONTAINER

19 6 8 17 0 243.0 391.4 391.4 370.0

19 6 8 17 6 242.0 370.0

19 6 8 17 15 242.0 370.0

19 6 8 17 30 242.0 399.7 391.4 370.0

19 6 8 18 0 242.0 401.0 399.7 370.0

19 6 8 19 0 241.0 403.6 401.0 370.0

19 6 8 22 0 240.0 406.8 403.6 370.0

19 6 8 27 0 239.0 411.4 406.8 370.0

19 6 8 37 0 238.0 415.0 411.4 370.0

19 6 8 47 0 236.5 423.1 415.0 370.0

19 6 9 15 0 234.5 430.6 423.1 370.0

19 6 9 47 0 232.5 436.6 430.6 370.0

19 6 10 17 0 231.0 449.8 436.6 370.0

19 6 11 17 0 229.0 462.9 449.8 370.0

19 6 12 17 0 227.0 517.0 462.9 370.0

19 6 16 20 0 227.0 705.4 517.0 370.0

20 6 8 17 0 227.0 981.7 705.4 361.0

VA201-325/08

7/5/2012 Knight Piésold and Company Casino Manufactured OF LS Consol Rev 1.xls

A-55 of 77

Casino Manufactured OF LS Consol Rev 1.xls

CONSOLIDATION TEST PROJECT DATE : 16-Jun-12

SAMPLE Manufactured Overflow TESTED BY : jhk Denver

* Weight of Container : 0.0 PULP DENSITY : 1.437

* Weight of Slurry + Container : 1442.0 * S.G. SOLIDS : 2.71

Weight of Slurry : 1442.0 * S.G. LIQUOR : 1.00

* Height to Bottom of Slurry : 0.0 % WT. SOLIDS : 48.20

* Height to Top of Slurry : 370.0 Weight of Solids : 695.0

Height of Slurry : 370.0 Volume of water : 747.0

* Internal dia. of Container : 58.8

Volume of Slurry : 1003.4

BEFORE CONSOLIDATION AFTER CONSOLIDATION AFTER COMPLETE DRAINAGE

* Settled Slurry Ht : 243.0 * Settled Slurry Ht : 227.0 * Settled Slurry Ht : 227.0

Ht of Water : 127.0 Ht of Water : 143.0 Ht of Water : -

Vol of Slurry : 659.0 Vol of Slurry : 615.6 Vol of Slurry : 615.6

Vol of Water : 344.4 Vol of Water : 387.8 Vol of Water : -

Dry Density : 1.055 Dry Density : 1.129 Dry Density : 1.129

Pulp Density : 1.666 Pulp Density : 1.713 Pulp Density : 1.713

Void Ratio : 1.570 Void Ratio : 1.401 Void Ratio : 1.401

Total Stress at Base : 5.215 Total Stress at Base : 5.215 Total Stress at Base : 3.813

Eff. Stress at Base : 1.586 Eff. Stress at Base : 5.215 Eff. Stress at Base : 6.039

Average Eff. Stress : 0.793 Average Eff. Stress : 2.607 Average Eff. Stress : 3.019

* * *

DAY TIME ELAPSED TIME SLURRY SETTLEMENT WEIGHT WEIGHT VOLUME CUMUL. HEIGHT VOLUME DRY i VALUE PERMEABILITY

HEIGHT OF OF WATER OF OF VOLUME OF OF DENSITY (av ht) (m/s)

(hours) (min) (sec) READING SLURRY & CONT CONT WATER OF WATER SLURRY SLURRY t/m^3

19/06/12 08:17:00 << START TIME 0 243.0 0.00 391.4 391.4 0.0 0.0 243.0 659.0 1.055

19/06/12 08:17:06 0.00 0.10 6 242.0 1.00 0.0 0.0 0.0 0.0 242.0 656.2 1.059 1.53 0.000E+00

19/06/12 08:17:15 0.00 0.25 15 242.0 1.00 0.0 0.0 0.0 0.0 242.0 656.2 1.059 1.53 --

19/06/12 08:17:30 0.01 0.50 30 242.0 1.00 399.7 391.4 8.4 8.4 242.0 656.2 1.059 1.53 6.721E-05

19/06/12 08:18:00 0.02 1.00 60 242.0 1.00 401.0 399.7 1.3 9.6 242.0 656.2 1.059 1.53 1.021E-05

19/06/12 08:19:00 0.03 2.00 120 241.0 2.00 403.6 401.0 2.6 12.3 241.0 653.5 1.063 1.53 1.059E-05

19/06/12 08:22:00 0.08 5.00 300 240.0 3.00 406.8 403.6 3.1 15.4 240.0 650.8 1.068 1.54 4.168E-06

19/06/12 08:27:00 0.17 10.00 600 239.0 4.00 411.4 406.8 4.6 20.0 239.0 648.1 1.072 1.54 3.692E-06

19/06/12 08:37:00 0.33 20.00 1200 238.0 5.00 415.0 411.4 3.6 23.7 238.0 645.4 1.077 1.55 1.434E-06

19/06/12 08:47:00 0.50 30.00 1800 236.5 6.50 423.1 415.0 8.1 31.7 236.5 641.3 1.084 1.56 3.172E-06

19/06/12 09:15:00 0.97 58.00 3480 234.5 8.50 430.6 423.1 7.5 39.2 234.5 635.9 1.093 1.57 1.051E-06

19/06/12 09:47:00 1.50 90.00 5400 232.5 10.50 436.6 430.6 6.0 45.3 232.5 630.5 1.102 1.58 7.297E-07

19/06/12 10:17:00 2.00 120.00 7200 231.0 12.00 449.8 436.6 13.2 58.4 231.0 626.4 1.109 1.60 1.691E-06

19/06/12 11:17:00 3.00 180.00 10800 229.0 14.00 462.9 449.8 13.1 71.5 229.0 621.0 1.119 1.61 8.322E-07

19/06/12 12:17:00 4.00 240.00 14400 227.0 16.00 517.0 462.9 54.1 125.6 227.0 615.6 1.129 1.62 3.416E-06

19/06/12 16:20:00 8.05 483.00 28980 227.0 16.00 705.4 517.0 188.4 314.0 227.0 615.6 1.129 1.63 2.924E-06

20/06/12 08:17:00 24.00 1440.00 86400 227.0 16.00 981.7 705.4 276.3 590.3 227.0 615.6 1.129 1.63 1.089E-06

COEFFICIENT OF CONSOLIDATION

U value Tv Measured Value ROW X values Y values L values H values A B C Time(h) Cv

Mv

0.5 0.197 8.00 9 6.500 -0.301 -0.012 0.322 -1.891 0.837 29.45 0.0363

8.500 -0.015 15.000 0.143 Kv

10.500 0.176 17.000 0.119 3.284E-07

Cc

0.6 0.287 9.60 10 8.500 -0.015 -0.003 0.161 -1.135 1.241 28.74 0.3274

10.500 0.176 19.000 0.095

12.000 0.301 20.500 0.090 29.10

Casino Copper-Gold

Page 2

A-56 of 77

Tested By: rsh Checked By: jdb

Curs

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Client: Knight Piésold Ltd.

Project: Casino

Location: Manufactured U/F

Proj. No.: 101-325/08 Date Sampled: 6/29/12

Type of Test:

CU with Pore Pressures

Sample Type: Remolded

Description:

Specific Gravity= 2.797

Remarks: Failure tangents drawn at approximately

20% strain.

Figure

Sample No.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Water Content, %

Dry Density, pcf

Saturation, %

Void Ratio

Diameter, in.

Height, in.

Strain, %

Strain, %

Excess Pore Pr., psf

Excess Pore Pr., psf

Strain rate, %/min.

Eff. Cell Pressure, kPa

Fail. Stress, psf

Ult. Stress, psf

σσσσ1 Failure, psf

σσσσ3 Failure, psf

Initia

lA

t T

est

1

16.593.052.5

0.87682.415.00

24.4103.8100.0

0.68182.294.96

0.03

19.9

346.419004

933

630225305

2

16.592.752.1

0.88432.415.00

23.7105.0100.0

0.66312.284.95

0.03

20.0

689.626580

5710

869335273

3

16.592.251.5

0.89372.425.00

22.5107.2100.0

0.62932.264.90

0.03

19.9

1650.93548422812

1166747150

4

16.592.852.3

0.88092.415.00

22.1107.9100.0

0.61842.274.87

0.03

19.2

2757.94654342595

1500561548

Devia

tor

Str

ess, psf

0

10000

20000

30000

40000

50000

60000

Axial Strain, %

0 10 20 30 40

1

2

3

4

Shear

Str

ess, psf

0

18000

36000

54000

Total Normal Stress, psf

Effective Normal Stress, psf

0 18000 36000 54000 72000 90000 108000

C, psf

φ, deg

Tan(φ)

Total Effective

6920

11.9

0.21

0

35.9

0.72

A-57 of 77

Tested By: rsh Checked By: jdb

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Project: Casino


Project No.: 101-325/08 Figure Knight Piesold Geotechnical Lab.

q, psf

0

20000

40000

60000

p, psf

Stress Paths: Total Effective

0 20000 40000 60000 80000 100000 120000

Peak Strength

Total Effective

a=

α=

tan α=

6154.81 psf

11.2 deg

0.20

0.00 psf

30.4 deg

0.59

Excess P

ore

Pre

ssure

Devia

tor

Str

ess

psf

-20000

0

20000

40000

60000

80000

0% 10% 20%

1

Excess P

ore

Pre

ssure

Devia

tor

Str

ess

psf

-20000

0

20000

40000

60000

80000

0% 10% 20%

3

Excess P

ore

Pre

ssure

Devia

tor

Str

ess

psf

-20000

0

20000

40000

60000

80000

0% 10% 20%

2

Excess P

ore

Pre

ssure

Devia

tor

Str

ess

psf

-20000

0

20000

40000

60000

80000

0% 10% 20%

4

A-58 of 77

Knight Piesold Geotechnical Lab.

TRIAXIAL COMPRESSION TEST 8/14/2012

1:29 PMCU with Pore Pressures

Date: 6/29/12


Project: Casino

Project No.: 101-325/08


Description:

Remarks: Failure tangents drawn at approximately 20% strain.

Type of Sample: Remolded

Specific Gravity=2.797 LL= PL= PI=

Test Method: ASTM D 4767 Method A

Parameters for Specimen No. 1 Specimen Parameter Initial Saturated Consolidated Final

Moisture content: Moist soil+tare, gms. 906.600 891.900

Moisture content: Dry soil+tare, gms. 797.000 755.800

Moisture content: Tare, gms. 131.300 197.500

Moisture, % 16.5 31.3 24.4 24.4

Moist specimen weight, gms. 648.2

Diameter, in. 2.41 2.41 2.29

Area, in.² 4.56 4.56 4.12

Height, in. 5.00 5.00 4.96

Net decrease in height, in. 0.00 0.04

Net decrease in water volume, cc. 38.80

Wet density, pcf 108.4 122.2 129.1

Dry density, pcf 93.0 93.0 103.8

Void ratio 0.8768 0.8768 0.6818

Saturation, % 52.5 100.0 100.0

Test Readings for Specimen No. 1Membrane modulus = 0.124105 kN/cm²

Membrane thickness = 0.064 cm

Consolidation cell pressure = 90.24 psi (12995 psf)

Consolidation back pressure = 40.00 psi (5760 psf)

Consolidation effective confining stress = 7235 psf

Strain rate, %/min. = 0.03

Fail. Stress = 19004 psf at reading no. 139

A-59 of 77


Test Readings for Specimen No. 1

No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

0 -1.6853 2.958 0.0 0.0 0 7203 7203 1.00 40.22 7203 0

1 -1.6841 10.484 7.5 0.0 263 7196 7459 1.04 40.27 7327 132

2 -1.6828 20.580 17.6 0.1 616 7178 7794 1.09 40.39 7486 308

3 -1.6816 30.712 27.8 0.1 970 7150 8120 1.14 40.59 7635 485

4 -1.6803 40.496 37.5 0.1 1312 7114 8426 1.18 40.84 7770 656

5 -1.6791 49.623 46.7 0.1 1630 7076 8706 1.23 41.10 7891 815

6 -1.6778 58.628 55.7 0.2 1944 7039 8983 1.28 41.36 8011 972

7 -1.6766 67.042 64.1 0.2 2237 6993 9231 1.32 41.68 8112 1119

8 -1.6753 76.052 73.1 0.2 2551 6945 9496 1.37 42.01 8220 1276

9 -1.6741 83.356 80.4 0.2 2806 6897 9703 1.41 42.34 8300 1403

10 -1.6728 91.377 88.4 0.3 3085 6852 9937 1.45 42.66 8394 1542

11 -1.6715 99.668 96.7 0.3 3373 6804 10177 1.50 42.99 8491 1686

12 -1.6703 107.630 104.7 0.3 3650 6756 10406 1.54 43.32 8581 1825

13 -1.6690 114.988 112.0 0.3 3905 6715 10620 1.58 43.61 8667 1953

14 -1.6678 121.865 118.9 0.4 4144 6668 10812 1.62 43.93 8740 2072

15 -1.6665 129.871 126.9 0.4 4422 6624 11046 1.67 44.24 8835 2211

16 -1.6653 136.582 133.6 0.4 4655 6576 11231 1.71 44.57 8903 2327

17 -1.6640 142.356 139.4 0.4 4854 6525 11380 1.74 44.92 8953 2427

18 -1.6628 148.406 145.4 0.5 5064 6475 11539 1.78 45.28 9007 2532

19 -1.6615 155.794 152.8 0.5 5320 6429 11749 1.83 45.59 9089 2660

20 -1.6603 161.344 158.4 0.5 5511 6385 11896 1.86 45.90 9140 2756

21 -1.6590 167.627 164.7 0.5 5729 6346 12074 1.90 46.17 9210 2864

22 -1.6577 173.026 170.1 0.6 5915 6296 12211 1.94 46.52 9253 2957

23 -1.6565 179.453 176.5 0.6 6137 6251 12388 1.98 46.83 9320 3068

24 -1.6552 185.199 182.2 0.6 6335 6208 12543 2.02 47.13 9376 3168

25 -1.6540 190.317 187.4 0.6 6511 6167 12679 2.06 47.41 9423 3256

26 -1.6527 195.048 192.1 0.7 6674 6123 12797 2.09 47.72 9460 3337

27 -1.6515 201.276 198.3 0.7 6889 6082 12970 2.13 48.01 9526 3444

28 -1.6502 205.932 203.0 0.7 7049 6045 13094 2.17 48.26 9570 3524

29 -1.6490 210.965 208.0 0.7 7222 6003 13224 2.20 48.56 9613 3611

30 -1.6477 216.091 213.1 0.8 7398 5962 13360 2.24 48.83 9661 3699

31 -1.6465 220.981 218.0 0.8 7565 5923 13489 2.28 49.11 9706 3783

32 -1.6452 226.205 223.2 0.8 7745 5885 13630 2.32 49.37 9758 3872

33 -1.6440 230.165 227.2 0.8 7880 5857 13738 2.35 49.56 9797 3940

34 -1.6427 234.218 231.3 0.9 8019 5822 13841 2.38 49.81 9832 4009

35 -1.6414 239.089 236.1 0.9 8185 5792 13978 2.41 50.02 9885 4093

36 -1.6402 242.694 239.7 0.9 8308 5763 14072 2.44 50.22 9917 4154

37 -1.6389 247.124 244.2 0.9 8460 5723 14183 2.48 50.49 9953 4230

38 -1.6377 250.962 248.0 1.0 8590 5683 14273 2.51 50.78 9978 4295

39 -1.6364 254.852 251.9 1.0 8723 5650 14373 2.54 51.01 10011 4362

40 -1.6352 258.910 256.0 1.0 8861 5618 14480 2.58 51.22 10049 4431

41 -1.6302 272.547 269.6 1.1 9324 5501 14825 2.70 52.04 10163 4662

42 -1.6252 285.665 282.7 1.2 9768 5393 15160 2.81 52.79 10277 4884

43 -1.6202 296.347 293.4 1.3 10126 5300 15426 2.91 53.44 10363 5063

44 -1.6152 306.483 303.5 1.4 10465 5244 15709 3.00 53.83 10476 5233

45 -1.6102 317.699 314.7 1.5 10841 5151 15992 3.10 54.47 10572 5421

46 -1.6052 325.548 322.6 1.6 11100 5093 16194 3.18 54.87 10644 5550

A-60 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

47 -1.6002 334.138 331.2 1.7 11384 5032 16416 3.26 55.30 10724 5692

48 -1.5952 341.177 338.2 1.8 11614 4985 16599 3.33 55.62 10792 5807

49 -1.5901 347.381 344.4 1.9 11815 4966 16780 3.38 55.76 10873 5907

50 -1.5851 354.972 352.0 2.0 12063 4915 16978 3.45 56.11 10947 6031

51 -1.5801 360.645 357.7 2.1 12245 4889 17133 3.50 56.29 11011 6122

52 -1.5751 366.929 364.0 2.2 12447 4864 17311 3.56 56.46 11087 6223

53 -1.5701 373.307 370.3 2.3 12652 4845 17497 3.61 56.59 11171 6326

54 -1.5651 377.399 374.4 2.4 12779 4850 17628 3.63 56.56 11239 6389

55 -1.5601 383.034 380.1 2.5 12957 4824 17782 3.69 56.74 11303 6479

56 -1.5551 387.719 384.8 2.6 13104 4822 17926 3.72 56.75 11374 6552

57 -1.5501 393.447 390.5 2.7 13285 4810 18095 3.76 56.83 11453 6642

58 -1.5451 397.433 394.5 2.8 13407 4811 18217 3.79 56.83 11514 6703

59 -1.5401 401.990 399.0 2.9 13547 4822 18369 3.81 56.76 11595 6774

60 -1.5351 406.303 403.3 3.0 13680 4818 18497 3.84 56.78 11658 6840

61 -1.5301 410.517 407.6 3.1 13808 4825 18633 3.86 56.73 11729 6904

62 -1.5251 414.912 412.0 3.2 13943 4829 18771 3.89 56.71 11800 6971

63 -1.5201 418.770 415.8 3.3 14058 4836 18895 3.91 56.65 11866 7029

64 -1.5151 422.332 419.4 3.4 14164 4850 19014 3.92 56.56 11932 7082

65 -1.5101 425.967 423.0 3.5 14272 4857 19129 3.94 56.51 11993 7136

66 -1.5051 429.792 426.8 3.6 14386 4863 19249 3.96 56.47 12056 7193

67 -1.5001 433.553 430.6 3.7 14497 4876 19374 3.97 56.38 12125 7249

68 -1.4951 437.101 434.1 3.8 14602 4880 19482 3.99 56.35 12181 7301

69 -1.4901 440.641 437.7 3.9 14705 4904 19610 4.00 56.18 12257 7353

70 -1.4851 443.841 440.9 4.0 14797 4909 19706 4.01 56.15 12307 7399

71 -1.4801 447.004 444.0 4.1 14888 4930 19818 4.02 56.00 12374 7444

72 -1.4751 450.182 447.2 4.2 14978 4935 19914 4.03 55.97 12424 7489

73 -1.4701 453.411 450.5 4.3 15071 4950 20021 4.04 55.86 12486 7535

74 -1.4651 456.084 453.1 4.4 15144 4965 20110 4.05 55.76 12538 7572

75 -1.4601 458.516 455.6 4.5 15209 5000 20209 4.04 55.52 12605 7605

76 -1.4551 462.773 459.8 4.6 15335 4997 20332 4.07 55.54 12664 7668

77 -1.4501 465.845 462.9 4.7 15421 5012 20433 4.08 55.44 12722 7711

78 -1.4451 468.657 465.7 4.8 15499 5022 20521 4.09 55.36 12772 7749

79 -1.4401 471.516 468.6 4.9 15577 5039 20616 4.09 55.25 12828 7789

80 -1.4351 475.405 472.4 5.0 15690 5053 20743 4.11 55.15 12898 7845

81 -1.4226 480.429 477.5 5.3 15815 5124 20938 4.09 54.66 13031 7907

82 -1.4100 488.054 485.1 5.6 16024 5139 21163 4.12 54.55 13151 8012

83 -1.3975 495.113 492.2 5.8 16214 5176 21390 4.13 54.30 13283 8107

84 -1.3850 501.895 498.9 6.1 16394 5213 21607 4.14 54.04 13410 8197

85 -1.3725 507.307 504.3 6.3 16527 5247 21774 4.15 53.80 13511 8263

86 -1.3600 512.130 509.2 6.6 16640 5299 21940 4.14 53.44 13619 8320

87 -1.3475 518.199 515.2 6.8 16793 5323 22116 4.15 53.27 13720 8397

88 -1.3350 525.564 522.6 7.1 16987 5357 22344 4.17 53.04 13851 8493

89 -1.3225 530.481 527.5 7.3 17100 5390 22490 4.17 52.81 13940 8550

90 -1.3100 535.467 532.5 7.6 17215 5424 22639 4.17 52.57 14032 8607

91 -1.2975 540.708 537.8 7.8 17337 5462 22799 4.17 52.31 14131 8668

92 -1.2850 545.378 542.4 8.1 17440 5498 22938 4.17 52.06 14218 8720

93 -1.2725 550.458 547.5 8.3 17555 5532 23087 4.17 51.82 14309 8777

A-61 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

94 -1.2600 555.125 552.2 8.6 17656 5558 23213 4.18 51.65 14385 8828

95 -1.2475 559.652 556.7 8.8 17751 5579 23330 4.18 51.50 14455 8876

96 -1.2350 564.752 561.8 9.1 17864 5611 23476 4.18 51.27 14543 8932

97 -1.2225 568.480 565.5 9.3 17933 5641 23575 4.18 51.06 14608 8967

98 -1.2100 573.736 570.8 9.6 18050 5654 23704 4.19 50.98 14679 9025

99 -1.1975 576.923 574.0 9.8 18100 5685 23785 4.18 50.76 14735 9050

100 -1.1850 580.658 577.7 10.1 18167 5712 23878 4.18 50.58 14795 9083

101 -1.1725 584.219 581.3 10.3 18227 5736 23963 4.18 50.41 14849 9114

102 -1.1600 587.925 585.0 10.6 18292 5759 24050 4.18 50.25 14905 9146

103 -1.1475 591.446 588.5 10.8 18350 5789 24139 4.17 50.04 14964 9175

104 -1.1349 595.017 592.1 11.1 18409 5804 24213 4.17 49.94 15008 9205

105 -1.1224 598.385 595.4 11.3 18462 5827 24289 4.17 49.77 15058 9231

106 -1.1099 601.862 598.9 11.6 18516 5848 24365 4.17 49.63 15107 9258

107 -1.0974 605.976 603.0 11.9 18590 5871 24462 4.17 49.47 15167 9295

108 -1.0849 608.530 605.6 12.1 18616 5903 24519 4.15 49.25 15211 9308

109 -1.0724 611.242 608.3 12.4 18646 5917 24562 4.15 49.15 15240 9323

110 -1.0599 614.829 611.9 12.6 18702 5936 24637 4.15 49.02 15287 9351

111 -1.0474 617.459 614.5 12.9 18728 5950 24678 4.15 48.92 15314 9364

112 -1.0349 620.473 617.5 13.1 18765 5964 24729 4.15 48.82 15346 9383

113 -1.0224 623.199 620.2 13.4 18793 5984 24778 4.14 48.68 15381 9397

114 -1.0099 625.041 622.1 13.6 18794 6020 24814 4.12 48.44 15417 9397

115 -0.9974 629.141 626.2 13.9 18863 6024 24887 4.13 48.40 15456 9431

116 -0.9849 633.211 630.3 14.1 18930 6033 24963 4.14 48.34 15498 9465

117 -0.9724 635.310 632.4 14.4 18937 6041 24979 4.13 48.29 15510 9469

118 -0.9599 638.454 635.5 14.6 18975 6057 25033 4.13 48.17 15545 9488

119 -0.9474 640.980 638.0 14.9 18995 6068 25062 4.13 48.10 15565 9497

120 -0.9349 640.921 638.0 15.1 18937 6115 25052 4.10 47.77 15583 9468

121 -0.9224 644.855 641.9 15.4 18997 6107 25104 4.11 47.83 15605 9498

122 -0.9099 647.557 644.6 15.6 19020 6116 25135 4.11 47.77 15625 9510

123 -0.8974 650.544 647.6 15.9 19051 6127 25177 4.11 47.69 15652 9525

124 -0.8848 653.455 650.5 16.1 19079 6145 25224 4.10 47.56 15685 9540

125 -0.8723 654.835 651.9 16.4 19062 6163 25225 4.09 47.44 15694 9531

126 -0.8598 656.637 653.7 16.6 19057 6163 25220 4.09 47.44 15692 9529

127 -0.8473 659.305 656.3 16.9 19077 6175 25252 4.09 47.36 15713 9539

128 -0.8348 662.065 659.1 17.1 19099 6188 25287 4.09 47.27 15738 9550

129 -0.8223 664.277 661.3 17.4 19105 6193 25298 4.08 47.23 15745 9552

130 -0.8098 667.011 664.1 17.7 19125 6208 25333 4.08 47.13 15771 9563

131 -0.7973 668.330 665.4 17.9 19105 6233 25338 4.06 46.95 15786 9552

132 -0.7848 670.708 667.8 18.2 19114 6237 25351 4.06 46.93 15794 9557

133 -0.7723 672.125 669.2 18.4 19096 6239 25335 4.06 46.91 15787 9548

134 -0.7598 674.446 671.5 18.7 19103 6252 25354 4.06 46.83 15803 9551

135 -0.7473 675.864 672.9 18.9 19084 6261 25345 4.05 46.76 15803 9542

136 -0.7348 676.938 674.0 19.2 19055 6267 25322 4.04 46.72 15794 9527

137 -0.7223 676.882 673.9 19.4 18994 6303 25297 4.01 46.47 15800 9497

138 -0.7098 679.426 676.5 19.7 19006 6290 25296 4.02 46.56 15793 9503

139 -0.6973 681.480 678.5 19.9 19004 6302 25305 4.02 46.48 15803 9502

140 -0.6848 683.535 680.6 20.2 19001 6308 25309 4.01 46.44 15808 9501

A-62 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

141 -0.6846 683.441 680.5 20.2 18998 6308 25305 4.01 46.44 15806 9499





Moisture, % 16.5 31.6 23.7 23.7


Diameter, in. 2.41 2.41 2.28

Area, in.² 4.57 4.57 4.08

Height, in. 5.00 5.00 4.95



Wet density, pcf 107.9 122.0 129.9


Void ratio 0.8843 0.8843 0.6631

Saturation, % 52.1 100.0 100.0








No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

0 -1.7320 2.409 0.0 0.0 0 14365 14365 1.00 40.26 14365 0

1 -1.7308 41.946 39.5 0.0 1396 14325 15721 1.10 40.54 15023 698

2 -1.7295 56.084 53.7 0.1 1895 14299 16194 1.13 40.72 15246 948

3 -1.7283 70.034 67.6 0.1 2387 14267 16654 1.17 40.94 15461 1194

4 -1.7270 83.172 80.8 0.1 2850 14234 17084 1.20 41.17 15659 1425

5 -1.7258 94.901 92.5 0.1 3263 14197 17461 1.23 41.43 15829 1632

6 -1.7245 105.955 103.5 0.2 3653 14159 17811 1.26 41.70 15985 1826

7 -1.7233 116.574 114.2 0.2 4026 14123 18149 1.29 41.94 16136 2013

8 -1.7220 127.152 124.7 0.2 4398 14079 18477 1.31 42.25 16278 2199

9 -1.7208 136.952 134.5 0.2 4742 14038 18780 1.34 42.54 16409 2371

10 -1.7195 147.490 145.1 0.3 5113 13995 19107 1.37 42.84 16551 2556

11 -1.7183 156.843 154.4 0.3 5441 13953 19394 1.39 43.12 16674 2720

12 -1.7170 166.946 164.5 0.3 5795 13907 19702 1.42 43.44 16805 2898

13 -1.7158 175.981 173.6 0.3 6112 13864 19976 1.44 43.74 16920 3056

14 -1.7145 185.282 182.9 0.4 6438 13819 20257 1.47 44.06 17038 3219

15 -1.7133 193.714 191.3 0.4 6733 13772 20505 1.49 44.38 17139 3366

16 -1.7120 202.793 200.4 0.4 7051 13726 20776 1.51 44.70 17251 3525

17 -1.7108 211.582 209.2 0.4 7358 13681 21039 1.54 45.01 17360 3679

18 -1.7095 219.712 217.3 0.5 7642 13632 21275 1.56 45.35 17453 3821

A-63 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

19 -1.7083 228.941 226.5 0.5 7965 13582 21547 1.59 45.70 17565 3982

20 -1.7070 237.024 234.6 0.5 8247 13535 21781 1.61 46.03 17658 4123

21 -1.7058 245.982 243.6 0.5 8559 13485 22045 1.63 46.37 17765 4280

22 -1.7045 253.438 251.0 0.6 8819 13437 22256 1.66 46.71 17846 4410

23 -1.7033 261.785 259.4 0.6 9110 13386 22496 1.68 47.06 17941 4555

24 -1.7020 269.134 266.7 0.6 9366 13340 22706 1.70 47.38 18023 4683

25 -1.7008 277.068 274.7 0.6 9642 13290 22932 1.73 47.73 18111 4821

26 -1.6995 284.709 282.3 0.7 9908 13243 23150 1.75 48.06 18196 4954

27 -1.6983 291.972 289.6 0.7 10160 13193 23353 1.77 48.40 18273 5080

28 -1.6970 299.186 296.8 0.7 10410 13144 23555 1.79 48.74 18350 5205

29 -1.6958 307.479 305.1 0.7 10699 13093 23792 1.82 49.09 18443 5349

30 -1.6945 314.616 312.2 0.8 10946 13044 23990 1.84 49.44 18517 5473

31 -1.6933 321.189 318.8 0.8 11174 12994 24167 1.86 49.79 18580 5587

32 -1.6920 328.284 325.9 0.8 11419 12944 24364 1.88 50.13 18654 5710

33 -1.6907 334.834 332.4 0.8 11646 12896 24542 1.90 50.47 18719 5823

34 -1.6895 341.495 339.1 0.9 11876 12846 24723 1.92 50.81 18785 5938

35 -1.6882 348.107 345.7 0.9 12105 12796 24901 1.95 51.16 18849 6052

36 -1.6870 354.805 352.4 0.9 12336 12745 25081 1.97 51.52 18913 6168

37 -1.6857 361.005 358.6 0.9 12550 12696 25246 1.99 51.85 18971 6275

38 -1.6845 368.413 366.0 1.0 12806 12644 25450 2.01 52.21 19047 6403

39 -1.6832 374.255 371.8 1.0 13007 12595 25602 2.03 52.56 19098 6504

40 -1.6820 380.809 378.4 1.0 13233 12544 25777 2.05 52.91 19160 6617

41 -1.6770 404.583 402.2 1.1 14050 12343 26393 2.14 54.30 19368 7025

42 -1.6720 427.964 425.6 1.2 14852 12139 26991 2.22 55.72 19565 7426

43 -1.6670 449.009 446.6 1.3 15570 11942 27512 2.30 57.09 19727 7785

44 -1.6620 469.628 467.2 1.4 16272 11745 28018 2.39 58.45 19882 8136

45 -1.6570 489.127 486.7 1.5 16934 11551 28485 2.47 59.81 20018 8467

46 -1.6520 507.238 504.8 1.6 17546 11364 28910 2.54 61.11 20137 8773

47 -1.6470 522.945 520.5 1.7 18073 11174 29247 2.62 62.42 20211 9037

48 -1.6419 537.777 535.4 1.8 18569 10995 29564 2.69 63.67 20280 9285

49 -1.6369 552.405 550.0 1.9 19057 10820 29877 2.76 64.88 20349 9529

50 -1.6319 565.506 563.1 2.0 19491 10654 30145 2.83 66.03 20400 9745

51 -1.6269 577.137 574.7 2.1 19873 10493 30366 2.89 67.15 20430 9936

52 -1.6219 589.491 587.1 2.2 20279 10332 30611 2.96 68.27 20472 10140

53 -1.6169 600.424 598.0 2.3 20635 10185 30820 3.03 69.29 20503 10318

54 -1.6119 609.896 607.5 2.4 20941 10043 30984 3.09 70.28 20513 10470

55 -1.6069 618.366 616.0 2.5 21210 9909 31119 3.14 71.21 20514 10605

56 -1.6019 627.103 624.7 2.6 21489 9781 31270 3.20 72.09 20526 10744

57 -1.5969 635.115 632.7 2.7 21742 9662 31404 3.25 72.92 20533 10871

58 -1.5919 642.099 639.7 2.8 21959 9546 31505 3.30 73.73 20525 10980

59 -1.5869 648.492 646.1 2.9 22156 9439 31595 3.35 74.47 20517 11078

60 -1.5819 654.622 652.2 3.0 22342 9341 31684 3.39 75.15 20513 11171

61 -1.5769 660.635 658.2 3.1 22525 9250 31775 3.44 75.78 20513 11262

62 -1.5719 665.624 663.2 3.2 22672 9166 31838 3.47 76.37 20502 11336

63 -1.5669 670.387 668.0 3.3 22811 9083 31893 3.51 76.95 20488 11405

64 -1.5619 675.369 673.0 3.4 22957 9008 31965 3.55 77.46 20487 11478

65 -1.5569 680.723 678.3 3.5 23115 8937 32052 3.59 77.96 20494 11558

A-64 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

66 -1.5519 685.203 682.8 3.6 23244 8872 32116 3.62 78.41 20494 11622

67 -1.5469 690.153 687.7 3.7 23388 8814 32202 3.65 78.81 20508 11694

68 -1.5419 693.525 691.1 3.8 23478 8762 32239 3.68 79.17 20501 11739

69 -1.5369 697.358 694.9 3.9 23583 8709 32292 3.71 79.54 20501 11791

70 -1.5319 701.157 698.7 4.0 23687 8665 32352 3.73 79.85 20508 11843

71 -1.5269 705.330 702.9 4.1 23803 8620 32423 3.76 80.16 20522 11902

72 -1.5219 709.931 707.5 4.2 23934 8583 32517 3.79 80.42 20550 11967

73 -1.5169 714.001 711.6 4.3 24046 8545 32591 3.81 80.68 20568 12023

74 -1.5119 717.070 714.7 4.5 24124 8515 32639 3.83 80.89 20577 12062

75 -1.5069 720.617 718.2 4.6 24218 8483 32701 3.85 81.11 20592 12109

76 -1.5019 723.477 721.1 4.7 24289 8458 32747 3.87 81.28 20603 12144

77 -1.4969 726.930 724.5 4.8 24379 8433 32812 3.89 81.46 20622 12190

78 -1.4919 730.635 728.2 4.9 24478 8410 32888 3.91 81.62 20649 12239

79 -1.4869 733.613 731.2 5.0 24552 8389 32941 3.93 81.76 20665 12276

80 -1.4819 736.917 734.5 5.1 24637 8371 33008 3.94 81.88 20690 12318

81 -1.4693 743.297 740.9 5.3 24784 8335 33120 3.97 82.14 20727 12392

82 -1.4568 750.952 748.5 5.6 24974 8307 33281 4.01 82.33 20794 12487

83 -1.4443 755.654 753.2 5.8 25063 8286 33350 4.02 82.48 20818 12532

84 -1.4318 761.883 759.5 6.1 25203 8272 33475 4.05 82.57 20874 12601

85 -1.4193 769.115 766.7 6.3 25374 8266 33641 4.07 82.62 20953 12687

86 -1.4068 776.187 773.8 6.6 25539 8262 33801 4.09 82.65 21031 12770

87 -1.3943 782.549 780.1 6.8 25680 8261 33940 4.11 82.65 21101 12840

88 -1.3818 787.811 785.4 7.1 25783 8265 34048 4.12 82.62 21157 12891

89 -1.3693 793.979 791.6 7.3 25915 8270 34184 4.13 82.59 21227 12957

90 -1.3568 800.381 798.0 7.6 26053 8277 34330 4.15 82.54 21304 13026

91 -1.3443 805.198 802.8 7.8 26138 8288 34427 4.15 82.46 21358 13069

92 -1.3318 810.138 807.7 8.1 26227 8295 34522 4.16 82.41 21409 13114

93 -1.3193 814.863 812.5 8.3 26308 8306 34614 4.17 82.34 21460 13154

94 -1.3068 819.523 817.1 8.6 26386 8319 34705 4.17 82.25 21512 13193

95 -1.2943 824.553 822.1 8.8 26475 8333 34808 4.18 82.15 21571 13238

96 -1.2818 829.206 826.8 9.1 26551 8345 34896 4.18 82.07 21621 13276

97 -1.2693 832.948 830.5 9.4 26597 8357 34954 4.18 81.98 21656 13299

98 -1.2568 836.431 834.0 9.6 26634 8370 35004 4.18 81.89 21687 13317

99 -1.2443 840.760 838.4 9.9 26698 8381 35079 4.19 81.82 21730 13349

100 -1.2318 844.064 841.7 10.1 26728 8397 35124 4.18 81.71 21761 13364

101 -1.2193 847.160 844.8 10.4 26751 8410 35160 4.18 81.62 21785 13375

102 -1.2068 850.886 848.5 10.6 26793 8424 35217 4.18 81.52 21820 13396

103 -1.1943 854.487 852.1 10.9 26830 8435 35265 4.18 81.44 21850 13415

104 -1.1818 858.935 856.5 11.1 26894 8448 35342 4.18 81.35 21895 13447

105 -1.1693 862.612 860.2 11.4 26933 8462 35394 4.18 81.26 21928 13466

106 -1.1568 867.752 865.3 11.6 27016 8472 35489 4.19 81.18 21980 13508

107 -1.1443 871.471 869.1 11.9 27055 8483 35538 4.19 81.11 22010 13527

108 -1.1318 876.508 874.1 12.1 27134 8493 35627 4.19 81.04 22060 13567

109 -1.1193 880.937 878.5 12.4 27193 8507 35699 4.20 80.95 22103 13596

110 -1.1068 884.178 881.8 12.6 27214 8515 35729 4.20 80.89 22122 13607

111 -1.0943 888.135 885.7 12.9 27257 8525 35782 4.20 80.82 22153 13629

112 -1.0818 890.809 888.4 13.1 27260 8535 35795 4.19 80.75 22165 13630

A-65 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

113 -1.0693 894.182 891.8 13.4 27284 8544 35828 4.19 80.69 22186 13642

114 -1.0567 896.251 893.8 13.7 27267 8555 35823 4.19 80.61 22189 13634

115 -1.0442 898.707 896.3 13.9 27262 8564 35827 4.18 80.55 22195 13631

116 -1.0317 899.774 897.4 14.2 27215 8572 35787 4.17 80.49 22180 13607

117 -1.0192 901.124 898.7 14.4 27175 8580 35755 4.17 80.44 22168 13588

118 -1.0067 904.528 902.1 14.7 27198 8586 35784 4.17 80.39 22185 13599

119 -0.9942 906.637 904.2 14.9 27181 8594 35774 4.16 80.34 22184 13590

120 -0.9817 909.781 907.4 15.2 27194 8601 35795 4.16 80.29 22198 13597

121 -0.9692 912.249 909.8 15.4 27187 8608 35795 4.16 80.24 22201 13593

122 -0.9567 914.443 912.0 15.7 27171 8616 35787 4.15 80.19 22201 13585

123 -0.9442 917.396 915.0 15.9 27177 8621 35799 4.15 80.15 22210 13589

124 -0.9317 919.760 917.4 16.2 27166 8628 35794 4.15 80.10 22211 13583

125 -0.9192 923.453 921.0 16.4 27193 8634 35827 4.15 80.06 22230 13596

126 -0.9067 926.170 923.8 16.7 27190 8642 35832 4.15 80.01 22237 13595

127 -0.8942 930.081 927.7 16.9 27223 8648 35870 4.15 79.97 22259 13611

128 -0.8817 933.132 930.7 17.2 27229 8652 35881 4.15 79.94 22266 13615

129 -0.8692 935.956 933.5 17.4 27228 8657 35886 4.15 79.90 22272 13614

130 -0.8567 938.070 935.7 17.7 27207 8661 35867 4.14 79.88 22264 13603

131 -0.8442 939.098 936.7 17.9 27153 8667 35820 4.13 79.83 22244 13576

132 -0.8317 940.511 938.1 18.2 27110 8672 35782 4.13 79.80 22227 13555

133 -0.8192 940.094 937.7 18.5 27014 8678 35692 4.11 79.76 22185 13507

134 -0.8067 939.079 936.7 18.7 26901 8683 35585 4.10 79.72 22134 13451

135 -0.7942 940.500 938.1 19.0 26858 8687 35546 4.09 79.69 22116 13429

136 -0.7817 941.579 939.2 19.2 26805 8691 35497 4.08 79.66 22094 13403

137 -0.7692 942.197 939.8 19.5 26739 8690 35429 4.08 79.67 22059 13370

138 -0.7567 941.994 939.6 19.7 26649 8693 35343 4.07 79.65 22018 13325

139 -0.7442 942.510 940.1 20.0 26580 8693 35273 4.06 79.66 21983 13290

140 -0.7320 942.628 940.2 20.2 26501 8689 35190 4.05 79.68 21940 13251

A-66 of 77






Moisture, % 16.5 32.0 22.5 22.5


Diameter, in. 2.42 2.42 2.26

Area, in.² 4.58 4.58 4.02

Height, in. 5.00 5.00 4.90



Wet density, pcf 107.4 121.7 131.3


Void ratio 0.8937 0.8937 0.6293

Saturation, % 51.5 100.0 100.0







No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

0 -1.3739 1.957 0.0 0.0 0 28662 28662 1.00 40.40 28662 0

1 -1.3726 24.657 22.7 0.0 813 28649 29462 1.03 40.49 29055 406

2 -1.3714 41.165 39.2 0.1 1403 28637 30040 1.05 40.57 29339 702

3 -1.3701 57.195 55.2 0.1 1976 28619 30596 1.07 40.70 29607 988

4 -1.3689 72.532 70.6 0.1 2525 28605 31130 1.09 40.79 29868 1262

5 -1.3676 88.608 86.7 0.1 3099 28580 31679 1.11 40.97 30129 1549

6 -1.3664 103.405 101.4 0.2 3627 28561 32188 1.13 41.10 30374 1814

7 -1.3651 118.505 116.5 0.2 4166 28537 32703 1.15 41.26 30620 2083

8 -1.3639 132.823 130.9 0.2 4676 28506 33183 1.16 41.48 30845 2338

9 -1.3626 147.395 145.4 0.2 5196 28482 33677 1.18 41.65 31080 2598

10 -1.3614 161.863 159.9 0.3 5711 28445 34157 1.20 41.90 31301 2856

11 -1.3601 175.243 173.3 0.3 6187 28413 34601 1.22 42.13 31507 3094

12 -1.3589 189.175 187.2 0.3 6683 28388 35072 1.24 42.30 31730 3342

13 -1.3576 201.752 199.8 0.3 7130 28350 35480 1.25 42.57 31915 3565

14 -1.3564 215.714 213.8 0.4 7627 28318 35945 1.27 42.78 32132 3813

15 -1.3551 228.148 226.2 0.4 8068 28283 36351 1.29 43.03 32317 4034

16 -1.3539 240.869 238.9 0.4 8520 28244 36764 1.30 43.30 32504 4260

17 -1.3526 252.952 251.0 0.4 8948 28213 37161 1.32 43.52 32687 4474

18 -1.3514 264.878 262.9 0.5 9371 28167 37538 1.33 43.83 32853 4686

19 -1.3501 276.991 275.0 0.5 9800 28129 37930 1.35 44.10 33029 4900

20 -1.3489 289.304 287.3 0.5 10237 28089 38326 1.36 44.38 33207 5118

21 -1.3476 300.641 298.7 0.5 10638 28056 38694 1.38 44.61 33375 5319

22 -1.3464 312.235 310.3 0.6 11048 28012 39059 1.39 44.91 33535 5524

23 -1.3451 323.532 321.6 0.6 11447 27971 39418 1.41 45.19 33695 5724

24 -1.3438 335.329 333.4 0.6 11864 27924 39788 1.42 45.53 33856 5932

A-67 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

25 -1.3426 345.670 343.7 0.6 12229 27880 40108 1.44 45.83 33994 6114

26 -1.3413 356.065 354.1 0.7 12595 27842 40438 1.45 46.09 34140 6298

27 -1.3401 366.231 364.3 0.7 12954 27792 40746 1.47 46.44 34269 6477

28 -1.3388 376.791 374.8 0.7 13326 27752 41077 1.48 46.72 34414 6663

29 -1.3376 387.453 385.5 0.7 13701 27704 41405 1.49 47.05 34554 6851

30 -1.3363 397.718 395.8 0.8 14063 27656 41718 1.51 47.39 34687 7031

31 -1.3351 408.012 406.1 0.8 14425 27613 42038 1.52 47.68 34825 7212

32 -1.3338 417.258 415.3 0.8 14749 27561 42310 1.54 48.04 34936 7375

33 -1.3326 427.825 425.9 0.8 15121 27519 42640 1.55 48.34 35079 7560

34 -1.3313 436.915 435.0 0.9 15439 27469 42909 1.56 48.68 35189 7720

35 -1.3301 446.378 444.4 0.9 15771 27417 43189 1.58 49.04 35303 7886

36 -1.3288 455.672 453.7 0.9 16097 27376 43473 1.59 49.33 35424 8048

37 -1.3276 464.688 462.7 0.9 16413 27320 43733 1.60 49.72 35526 8206

38 -1.3263 473.562 471.6 1.0 16723 27277 44000 1.61 50.02 35639 8362

39 -1.3251 483.303 481.3 1.0 17064 27222 44286 1.63 50.40 35754 8532

40 -1.3238 492.450 490.5 1.0 17384 27168 44551 1.64 50.78 35860 8692

41 -1.3188 527.093 525.1 1.1 18592 26961 45554 1.69 52.21 36257 9296

42 -1.3138 560.660 558.7 1.2 19760 26736 46497 1.74 53.77 36617 9880

43 -1.3088 592.855 590.9 1.3 20878 26518 47395 1.79 55.29 36956 10439

44 -1.3038 623.415 621.5 1.4 21935 26281 48215 1.83 56.93 37248 10967

45 -1.2988 653.021 651.1 1.5 22956 26044 48999 1.88 58.58 37522 11478

46 -1.2938 682.064 680.1 1.6 23955 25795 49750 1.93 60.31 37773 11977

47 -1.2888 710.142 708.2 1.7 24918 25538 50456 1.98 62.09 37997 12459

48 -1.2838 735.713 733.8 1.8 25791 25275 51066 2.02 63.92 38170 12895

49 -1.2788 761.921 760.0 1.9 26684 25009 51693 2.07 65.77 38351 13342

50 -1.2738 786.221 784.3 2.0 27509 24733 52242 2.11 67.68 38488 13754

51 -1.2688 809.437 807.5 2.1 28294 24455 52748 2.16 69.62 38601 14147

52 -1.2638 832.073 830.1 2.2 29056 24161 53218 2.20 71.65 38689 14528

53 -1.2588 853.759 851.8 2.3 29784 23866 53650 2.25 73.70 38758 14892

54 -1.2538 873.818 871.9 2.5 30454 23564 54018 2.29 75.80 38791 15227

55 -1.2488 893.200 891.2 2.6 31098 23266 54364 2.34 77.87 38815 15549

56 -1.2438 911.413 909.5 2.7 31701 22955 54656 2.38 80.03 38805 15850

57 -1.2388 929.727 927.8 2.8 32305 22646 54951 2.43 82.17 38799 16153

58 -1.2338 945.766 943.8 2.9 32829 22323 55152 2.47 84.42 38738 16414

59 -1.2288 962.099 960.1 3.0 33362 22008 55370 2.52 86.61 38689 16681

60 -1.2238 975.708 973.8 3.1 33799 21681 55480 2.56 88.88 38580 16900

61 -1.2188 990.141 988.2 3.2 34264 21373 55637 2.60 91.02 38505 17132

62 -1.21381002.225 1000.3 3.3 34647 21047 55693 2.65 93.28 38370 17323

63 -1.20881014.062 1012.1 3.4 35020 20730 55750 2.69 95.48 38240 17510

64 -1.20381024.283 1022.3 3.5 35336 20408 55744 2.73 97.72 38076 17668

65 -1.19881034.849 1032.9 3.6 35663 20095 55759 2.77 99.89 37927 17832

66 -1.19381043.281 1041.3 3.7 35916 19789 55705 2.81 102.02 37747 17958

67 -1.18881051.957 1050.0 3.8 36177 19478 55655 2.86 104.17 37567 18089

68 -1.18381060.097 1058.1 3.9 36419 19184 55603 2.90 106.22 37393 18210

69 -1.17881066.864 1064.9 4.0 36613 18886 55499 2.94 108.29 37192 18307

70 -1.17381072.950 1071.0 4.1 36783 18599 55383 2.98 110.28 36991 18392

71 -1.16881078.517 1076.6 4.2 36935 18318 55253 3.02 112.23 36786 18468

A-68 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

72 -1.16381084.265 1082.3 4.3 37093 18044 55137 3.06 114.13 36591 18546

73 -1.15881088.422 1086.5 4.4 37195 17782 54977 3.09 115.96 36379 18598

74 -1.15381092.924 1091.0 4.5 37310 17526 54835 3.13 117.73 36180 18655

75 -1.14871096.290 1094.3 4.6 37385 17274 54659 3.16 119.48 35966 18692

76 -1.14371099.512 1097.6 4.7 37455 17033 54487 3.20 121.16 35760 18727

77 -1.13871102.045 1100.1 4.8 37501 16811 54312 3.23 122.70 35561 18750

78 -1.13371105.137 1103.2 4.9 37566 16592 54158 3.26 124.21 35375 18783

79 -1.12871107.994 1106.0 5.0 37623 16377 54000 3.30 125.71 35189 18811

80 -1.12371110.406 1108.4 5.1 37664 16177 53841 3.33 127.10 35009 18832

81 -1.11121114.415 1112.5 5.4 37699 15710 53409 3.40 130.34 34560 18849

82 -1.09871118.786 1116.8 5.6 37745 15292 53037 3.47 133.25 34164 18872

83 -1.08621121.404 1119.4 5.9 37731 14927 52658 3.53 135.78 33793 18866

84 -1.07371124.203 1122.2 6.1 37723 14606 52329 3.58 138.01 33467 18862

85 -1.06121126.337 1124.4 6.4 37692 14318 52010 3.63 140.01 33164 18846

86 -1.04871126.817 1124.9 6.6 37605 14067 51673 3.67 141.75 32870 18803

87 -1.03621128.715 1126.8 6.9 37566 13846 51412 3.71 143.29 32629 18783

88 -1.02371129.312 1127.4 7.1 37483 13654 51137 3.75 144.62 32396 18741

89 -1.01121131.931 1130.0 7.4 37467 13478 50944 3.78 145.84 32211 18733

90 -0.99871133.410 1131.5 7.7 37412 13327 50739 3.81 146.89 32033 18706

91 -0.98621134.868 1132.9 7.9 37357 13191 50548 3.83 147.84 31869 18678

92 -0.97371136.092 1134.1 8.2 37294 13069 50362 3.85 148.69 31715 18647

93 -0.96121137.840 1135.9 8.4 37247 12962 50210 3.87 149.42 31586 18624

94 -0.94871140.602 1138.6 8.7 37234 12862 50096 3.89 150.12 31479 18617

95 -0.93621142.048 1140.1 8.9 37177 12771 49948 3.91 150.75 31359 18589

96 -0.92371145.193 1143.2 9.2 37175 12695 49870 3.93 151.28 31282 18588

97 -0.91121147.565 1145.6 9.4 37148 12621 49769 3.94 151.79 31195 18574

98 -0.89871150.267 1148.3 9.7 37130 12559 49689 3.96 152.23 31124 18565

99 -0.88621152.870 1150.9 10.0 37109 12497 49607 3.97 152.65 31052 18555

100 -0.87371155.606 1153.6 10.2 37092 12447 49539 3.98 153.01 30993 18546

101 -0.86121157.372 1155.4 10.5 37043 12398 49442 3.99 153.34 30920 18522

102 -0.84871159.865 1157.9 10.7 37017 12354 49371 4.00 153.65 30863 18509

103 -0.83621164.025 1162.1 11.0 37044 12313 49358 4.01 153.93 30835 18522

104 -0.82371165.532 1163.6 11.2 36986 12276 49262 4.01 154.19 30769 18493

105 -0.81121167.759 1165.8 11.5 36950 12242 49192 4.02 154.43 30717 18475

106 -0.79871170.720 1168.8 11.7 36937 12208 49146 4.03 154.66 30677 18469

107 -0.78621172.933 1171.0 12.0 36900 12179 49080 4.03 154.86 30629 18450

108 -0.77371175.777 1173.8 12.2 36883 12149 49032 4.04 155.07 30591 18441

109 -0.76121177.933 1176.0 12.5 36843 12124 48967 4.04 155.24 30546 18422

110 -0.74871179.952 1178.0 12.8 36799 12097 48896 4.04 155.43 30496 18399

111 -0.73611182.935 1181.0 13.0 36784 12072 48856 4.05 155.61 30464 18392

112 -0.72361184.726 1182.8 13.3 36732 12048 48780 4.05 155.77 30414 18366

113 -0.71111188.714 1186.8 13.5 36747 12026 48773 4.06 155.93 30400 18373

114 -0.69861191.037 1189.1 13.8 36710 12007 48717 4.06 156.06 30362 18355

115 -0.68611194.181 1192.2 14.0 36698 11989 48687 4.06 156.18 30338 18349

116 -0.67361199.044 1197.1 14.3 36739 11968 48707 4.07 156.33 30338 18369

117 -0.66111198.616 1196.7 14.5 36616 11954 48570 4.06 156.43 30262 18308

118 -0.64861200.805 1198.8 14.8 36574 11936 48509 4.06 156.55 30223 18287

A-69 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

119 -0.63611201.828 1199.9 15.1 36495 11920 48415 4.06 156.66 30168 18248

120 -0.62361204.207 1202.3 15.3 36458 11905 48363 4.06 156.77 30134 18229

121 -0.61111206.172 1204.2 15.6 36407 11887 48294 4.06 156.89 30091 18204

122 -0.59861208.820 1206.9 15.8 36377 11873 48251 4.06 156.99 30062 18189

123 -0.58611210.702 1208.7 16.1 36323 11856 48179 4.06 157.11 30017 18162

124 -0.57361212.973 1211.0 16.3 36281 11845 48126 4.06 157.18 29986 18140

125 -0.56111215.065 1213.1 16.6 36233 11830 48063 4.06 157.29 29946 18116

126 -0.54861217.300 1215.3 16.8 36189 11820 48009 4.06 157.36 29914 18094

127 -0.53611219.987 1218.0 17.1 36157 11807 47965 4.06 157.44 29886 18079

128 -0.52361223.050 1221.1 17.4 36137 11794 47930 4.06 157.54 29862 18068

129 -0.51111226.442 1224.5 17.6 36125 11781 47906 4.07 157.63 29843 18063

130 -0.49861224.755 1222.8 17.9 35964 11763 47726 4.06 157.75 29745 17982

131 -0.48611226.526 1224.6 18.1 35904 11751 47655 4.06 157.83 29703 17952

132 -0.47361228.946 1227.0 18.4 35863 11738 47601 4.06 157.92 29670 17931

133 -0.46111230.798 1228.8 18.6 35805 11726 47531 4.05 158.01 29629 17902

134 -0.44861231.276 1229.3 18.9 35706 11714 47421 4.05 158.09 29568 17853

135 -0.43611233.779 1231.8 19.1 35666 11698 47365 4.05 158.20 29531 17833

136 -0.42361236.305 1234.3 19.4 35627 11690 47316 4.05 158.26 29503 17813

137 -0.41111237.363 1235.4 19.6 35544 11677 47221 4.04 158.35 29449 17772

138 -0.39861239.184 1237.2 19.9 35484 11667 47150 4.04 158.42 29409 17742

139 -0.38611240.473 1238.5 20.2 35407 11656 47063 4.04 158.49 29360 17704

140 -0.37371241.817 1239.9 20.4 35334 11641 46975 4.04 158.60 29308 17667

A-70 of 77






Moisture, % 16.5 31.5 22.1 22.1


Diameter, in. 2.41 2.41 2.27

Area, in.² 4.57 4.57 4.05

Height, in. 5.00 5.00 4.87



Wet density, pcf 108.1 122.1 131.8


Void ratio 0.8809 0.8809 0.6184

Saturation, % 52.3 100.0 100.0








No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

0 0.0000 78.900 0.0 0.0 0 57629 57629 1.00 39.80 57629 0

1 0.0040 96.700 17.8 0.1 633 57629 58262 1.01 39.80 57945 317

2 0.0080 106.400 27.5 0.2 977 57629 58606 1.02 39.80 58117 489

3 0.0120 138.800 59.9 0.2 2127 57614 59742 1.04 39.90 58678 1064

4 0.0150 176.000 97.1 0.3 3446 57600 61046 1.06 40.00 59323 1723

5 0.0200 221.900 143.0 0.4 5070 57571 62641 1.09 40.20 60106 2535

6 0.0250 253.700 174.8 0.5 6191 57542 63733 1.11 40.40 60638 3095

7 0.0300 322.500 243.6 0.6 8618 57456 66074 1.15 41.00 61765 4309

8 0.0350 384.300 305.4 0.7 10794 57370 68163 1.19 41.60 62766 5397

9 0.0390 435.400 356.5 0.8 12589 57254 69844 1.22 42.40 63549 6295

10 0.0450 510.600 431.7 0.9 15226 57082 72307 1.27 43.60 64695 7613

11 0.0480 554.900 476.0 1.0 16778 56923 73701 1.29 44.70 65312 8389

12 0.0530 608.500 529.6 1.1 18648 56736 75384 1.33 46.00 66060 9324

13 0.0620 711.500 632.6 1.3 22233 56304 78537 1.39 49.00 67420 11116

14 0.0710 809.600 730.7 1.5 25632 55800 81432 1.46 52.50 68616 12816

15 0.0860 946.700 867.8 1.8 30347 54950 85297 1.55 58.40 70124 15173

16 0.0900 991.400 912.5 1.8 31883 54634 86517 1.58 60.60 70575 15941

17 0.09501033.300 954.4 2.0 33312 54288 87600 1.61 63.00 70944 16656

18 0.10001074.000 995.1 2.1 34696 53914 88610 1.64 65.60 71262 17348

19 0.10901155.800 1076.9 2.2 37477 53150 90628 1.71 70.90 71889 18739

20 0.11801232.700 1153.8 2.4 40078 52286 92364 1.77 76.90 72325 20039

21 0.12801306.100 1227.2 2.6 42537 51322 93859 1.83 83.60 72590 21269

22 0.13701376.200 1297.3 2.8 44882 50242 95123 1.89 91.10 72683 22441

23 0.14601441.400 1362.5 3.0 47048 49075 96123 1.96 99.20 72599 23524

A-71 of 77



No.

Def.Dialin.

LoadDial

Loadlbs.

Strain%

DeviatorStress

psf

Minor Eff.Stress

psf

Major Eff.Stress

psf1:3

Ratio

PorePress.

psiP

psfQ

psf

24 0.15601504.600 1425.7 3.2 49126 47765 96891 2.03 108.30 72328 24563

25 0.16501563.000 1484.1 3.4 51040 46339 97380 2.10 118.20 71859 25520

26 0.17401617.400 1538.5 3.6 52810 44770 97580 2.18 129.10 71175 26405

27 0.18401665.600 1586.7 3.8 54348 43070 97419 2.26 140.90 70245 27174

28 0.19301707.900 1629.0 4.0 55690 41299 96989 2.35 153.20 69144 27845

29 0.20301742.000 1663.1 4.2 56734 39398 96132 2.44 166.40 67765 28367

30 0.22601794.000 1715.1 4.6 58219 34589 92808 2.68 199.80 63698 29110

31 0.24701807.100 1728.2 5.1 58398 30629 89027 2.91 227.30 59828 29199

32 0.27001796.000 1717.1 5.5 57734 26986 84720 3.14 252.60 55853 28867

33 0.30601766.300 1687.4 6.3 56291 23126 79418 3.43 279.40 51272 28146

34 0.32901745.700 1666.8 6.8 55323 21442 76765 3.58 291.10 49103 27662

35 0.35201729.200 1650.3 7.2 54498 20160 74658 3.70 300.00 47409 27249

36 0.37601715.400 1636.5 7.7 53755 19238 72993 3.79 306.40 46116 26877

37 0.39901703.100 1624.2 8.2 53078 18547 71625 3.86 311.20 45086 26539

38 0.43401693.300 1614.4 8.9 52344 17755 70099 3.95 316.70 43927 26172

39 0.46901689.200 1610.3 9.6 51798 17208 69006 4.01 320.50 43107 25899

40 0.50501686.700 1607.8 10.4 51295 16790 68085 4.05 323.40 42438 25647

41 0.54001685.500 1606.6 11.1 50845 16502 67347 4.08 325.40 41925 25422

42 0.58601688.300 1609.4 12.0 50392 16157 66548 4.12 327.80 41353 25196

43 0.63301691.500 1612.6 13.0 49937 15955 65892 4.13 329.20 40924 24969

44 0.66801693.600 1614.7 13.7 49589 15797 65386 4.14 330.30 40591 24794

45 0.70401696.700 1617.8 14.5 49258 15682 64939 4.14 331.10 40310 24629

46 0.73901700.000 1621.1 15.2 48943 15566 64509 4.14 331.90 40038 24472

47 0.78501700.500 1621.6 16.1 48412 15451 63864 4.13 332.70 39657 24206

48 0.83201699.800 1620.9 17.1 47834 15293 63127 4.13 333.80 39210 23917

49 0.89101698.300 1619.4 18.3 47091 15120 62211 4.11 335.00 38665 23545

50 0.91401697.600 1618.7 18.8 46798 15077 61875 4.10 335.30 38476 23399

51 0.93601697.800 1618.9 19.2 46543 15005 61548 4.10 335.80 38276 23272

A-72 of 77

FLEXIBLE WALL PERMEABILITY TEST

ASTM D 5084-03

Falling Head/Increasing Tailwater Pressure

CLIENT: Casino


BORING NO. Manufactured UF LAB NO. : L2012-056PPQ


SAMPLE NO. TEST STARTED : 07/10/12

SAMPLE TYPE Remolded TEST FINISHED : 07/12/12



DATA TEST TEST


Wt. Wet Soil & Pan (g) 906.60 891.90

Wt. Dry Soil & Pan (g) 797.00 755.80


Wt. of Pan Only (g) 131.30 197.50

Wt. of Dry Soil (g) 665.70 558.30



















k, cm/s = (C/t)*log(h1/h2) Buret Stand 3




sec. cc cc cm cm cm/sec

0.0 49.0 1.0 51.8 52.5

9.8 47.0 3.0 47.5 48.2 1.9E-03

0.0 49.0 1.0 51.8 52.5

9.4 47.0 3.0 47.5 48.2 2.0E-03

0.0 49.0 1.0 51.8 52.5

10.0 47.0 3.0 47.5 48.2 1.9E-03

0.0 49.0 1.0 51.8 52.5

9.8 47.0 3.0 47.5 48.2 1.9E-03

0.0 49.0 1.0 51.8 52.5

9.9 47.0 3.0 47.5 48.2 1.9E-03

Avg.of Last 4 Rdgs. 1.9E-03

General Test Notes:

1) Tap water was used as the permeant.

2) Back pressure saturation continued until 'B' parameter a minimum of 0.95.3) Target remolding parameters: 92.4 pcf @ 16.7% moisture.

Casino Manufactured UF perms Rev 0.xlsx Knight Piésold 7/17/2012A-73 of 77


ASTM D 5084-03


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 906.60 822.70

Wt. Dry Soil & Pan (g) 797.00 690.30


Wt. of Pan Only (g) 131.30 131.60

Wt. of Dry Soil (g) 665.70 558.70
























0.0 49.0 1.0 51.8 52.5

13.0 47.0 3.0 47.5 48.2 1.5E-03

0.0 49.0 1.0 51.8 52.5

12.7 47.0 3.0 47.5 48.2 1.5E-03

0.0 49.0 1.0 51.8 52.5

13.0 47.0 3.0 47.5 48.2 1.5E-03

0.0 49.0 1.0 51.8 52.5

13.1 47.0 3.0 47.5 48.2 1.4E-03

0.0 49.0 1.0 51.8 52.5

12.8 47.0 3.0 47.5 48.2 1.5E-03


General Test Notes:





ASTM D 5084-03


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 906.60 793.80

Wt. Dry Soil & Pan (g) 797.00 670.20


Wt. of Pan Only (g) 131.30 120.80

Wt. of Dry Soil (g) 665.70 549.40
























0.0 49.0 1.0 51.8 52.5

15.8 47.0 3.0 47.5 48.2 1.2E-03

0.0 49.0 1.0 51.8 52.5

15.2 47.0 3.0 47.5 48.2 1.2E-03

0.0 49.0 1.0 51.8 52.5

15.3 47.0 3.0 47.5 48.2 1.2E-03

0.0 49.0 1.0 51.8 52.5

15.2 47.0 3.0 47.5 48.2 1.2E-03

0.0 49.0 1.0 51.8 52.5

15.2 47.0 3.0 47.5 48.2 1.2E-03


General Test Notes:





ASTM D 5084-03


CLIENT: Casino








DATA TEST TEST


Wt. Wet Soil & Pan (g) 906.60 824.20

Wt. Dry Soil & Pan (g) 797.00 701.10


Wt. of Pan Only (g) 131.30 144.50

Wt. of Dry Soil (g) 665.70 556.60



















k, cm/s = (C/t)*log(h1/h2) Buret Stand Delta





0.0 49.1 1.0 51.9 52.7

15.9 48.2 2.0 49.9 50.6 5.4E-04

0.0 47.2 3.0 47.7 48.4

17.5 46.2 4.0 45.6 46.3 5.7E-04

0.0 45.3 5.0 43.5 44.2

20.3 44.3 6.0 41.4 42.1 5.4E-04

0.0 43.3 7.0 39.2 39.9

22.9 42.3 8.0 37.0 37.7 5.3E-04


General Test Notes:




COMPACTION TEST REPORTD

ry d

en

sity, p

cf

91.5

93

94.5

96

97.5

99

Water content, %

12 14 16 18 20 22 24

16.7%, 97.3 pcf

ZAV for

Sp.G. =

2.80

Test specification: ASTM D 698-07 Method A Standard

2.797 0.0 15.0

101-77/13 Knight Piésold Ltd.

Elev/ Classification Nat.Sp.G. LL PI

% > % <

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:


Figure

Maximum dry density = 97.3 pcf

Optimum moisture = 16.7 %

Casino

A-77 of 77