saskatchewan metals processing plant geotechnical … · 2018-05-01 · this report provides the...

SASKATCHEWAN METALS PROCESSING PLANT

Geotechnical Investigation for Storage Facilities

Prepared for:

M2112-2840010 November 2010

Fortune Minerals Limited SMPP Project - Geotechnical Investigation for Storage Facilities November 2010

M2112-2840010 Page i

Executive Summary

General Objectives of Investigation

The general scope of work was to complete a geotechnical investigation for the proposed Fortune Minerals Limited Saskatchewan Metals Processing Plant (SMPP) project in the Rural Municipality of Corman Park, No. 344, Saskatchewan. This report provides the results of the geotechnical investigation related to the Process Residue Storage Facility (PRSF) and storage ponds.

Fieldwork and Laboratory Testing

Eight boreholes and eight test pits were excavated between February 2010 and April 2010 to collect geotechnical information. Field testing was conducted and soil samples were collected during drilling and test pit excavation. Field standard penetration tests (SPT) were conducted in the boreholes during drilling. Pocket penetrometer tests were conducted on borehole and test pit soil samples and shallow test pit excavation sidewalls. Geotechnical laboratory testing of the collected soil samples was conducted at the MDH soil laboratories in Saskatoon, SK. The tests included water contents, specific gravity, grainsize distributions, Atterberg limits, Group Index, unconfined compression, direct shear and consolidation tests. Detailed salinity testing was conducted by ALS Laboratories of Saskatoon, SK. Five Casagrande style standpipe piezometers were installed to depths ranging from 8.5 m (27.7 ft) to 13.9 m (45.5 ft) below ground level to collect shallow groundwater information.

Geotechnical Investigation Report

A general description of the soils encountered, the soil properties, and measured groundwater levels are provided in this report. A Site Plan showing the location of all boreholes, piezometers, test pits and underground utilities is provided in the appendices. All borehole and test pit completion logs and piezometer completion details, and detailed laboratory testing results are also included as appendices.


M2112-2840010 Page ii

TABLE OF CONTENTS

1.0 INTRODUCTION ......................................................................................................................................... 1 2.0 SITE CONDITIONS AND DESCRIPTION ................................................................................................... 1 3.0 SCOPE ........................................................................................................................................................ 2

3.1 Field Investigations ................................................................................................................................. 2 3.2 Laboratory Testing .................................................................................................................................. 2 3.3 Report ..................................................................................................................................................... 2

4.0 METHODOLOGY ........................................................................................................................................ 3 4.1 Field Investigations ................................................................................................................................. 3

4.1.1 Geotechnical Boreholes ..................................................................................................................... 3 4.1.2 Geotechnical Test Pits ....................................................................................................................... 3 4.1.3 Standpipe Piezometer Installation ...................................................................................................... 5

4.2 Laboratory Testing .................................................................................................................................. 5 4.2.1 Geotechnical and Index Soil Properties ............................................................................................. 5 4.2.2 Unconfined Compression Testing ...................................................................................................... 5 4.2.3 Oedometer/Consolidation Testing ...................................................................................................... 6 4.2.4 Direct Shear Test ............................................................................................................................... 6

4.3 Undrained Shear Strength, su ................................................................................................................. 7 4.4 Chemical Laboratory Investigation .......................................................................................................... 7

5.0 SUBSURFACE CONDITION ....................................................................................................................... 9 5.1 Local Geology ......................................................................................................................................... 9

5.1.1 The Surficial Stratified Deposits (SSD) ............................................................................................. 10 5.1.2 The Battleford Formation .................................................................................................................. 10 5.1.3 The Floral Formation ........................................................................................................................ 10 5.1.4 Upper Floral Aquifer (Dalmeny Aquifer) ........................................................................................... 10

5.2 Shallow Groundwater Regime .............................................................................................................. 10 6.0 SUMMARY ................................................................................................................................................ 11 7.0 CLOSURE ................................................................................................................................................. 13 8.0 REFERENCES .......................................................................................................................................... 14

APPENDICES Terms, Symbols, and Abbreviations Appendix A – Site Plans Appendix B – Borehole Logs Appendix C – Laboratory Testing Results


M2112-2840010 Page iii

LIST OF TABLES Table 4.1 – Summary of borehole and test pit details. ............................................................................................. 4 Table 4.2 – Summary of unconfined compression strength test results. .................................................................. 6 Table 4.3 – Summary of 1D consolidation test results. ............................................................................................ 6 Table 4.4 – Summary of direct shear test results. .................................................................................................... 7 Table 4.5 – Average undrained shear strengths of soil at various depths. ............................................................... 7 Table 4.6 – Soil porewater chemistry results for all boreholes. ................................................................................ 8 Table 5.1 – Summary of stratigraphic units encountered. ........................................................................................ 9 Table 5.2 – Groundwater monitoring records. ........................................................................................................ 11


M2112-2840010 Page 1

1.0 INTRODUCTION

MDH Engineered Solutions Corp. (MDH) was commissioned by Fortune Minerals Limited (FML) to provide geotechnical, hydrogeological and environmental services in support of the design and construction of the proposed Saskatchewan Metals Processing Plant (SMPP) project in the Rural Municipality of Corman Park, No. 344, Saskatchewan. The work described in this report was based upon the methodology for Geotechnical Investigation for the Storage Facilities (Task 1) given in the workplan submitted to FML by MDH in February 2010.

A Geotechnical Foundation Investigation was also carried out in 2010, in which eight boreholes were drilled, one piezometer installed and 16 test pits were excavated to obtain geotechnical information about the plant site and provide geotechnical recommendations for foundations and other geotechnical considerations related to the construction of the site buildings and facility infrastructure. This investigation is detailed in the MDH report “Geotechnical Foundation Investigation Report for the Saskatchewan Metals Processing Plant Project“, dated June 2010.

The proposed site area for the SMPP project is located in Sections 14 and 23 of Township 39, Range 7, approximately 2.5 km east of the community of Langham and 30 km northwest of Saskatoon. The site location plan is presented in Figure A1 (Appendix A) and the facility site plan is shown on the Figure A2 (Appendix A). This report provides the results of the geotechnical investigation related to the Process Residue Storage Facility (PRSF) and storage ponds at the proposed SMPP project.

2.0 SITE CONDITIONS AND DESCRIPTION

The FML SMPP project area is located approximately 1 km to the north of Highway 305. An existing rail line runs through the south end of the site. The project area is currently being used as agricultural cropland.

The topography of the project area is generally relatively flat. A topographical survey map of the project site is shown on Figure A3 (Appendix A). The existing ground elevations within the PRSF footprint generally range from approximately 521 meters above sea level (masl) in the south to approximately 524 masl in the north. There is local high of approximately 526 masl along the east side of the PRSF footprint in SE-23-39-07-W3. The existing ground elevation in the area of the residue storage collection pond is approximately 521.5 masl to 522.5 masl. In the area of the site run-off pond the existing ground elevation is approximately 522.0 masl to 522.5 masl. The process water, cobalt solution and brine solution ponds are located within the plant site proper. The existing ground elevation in this area is approximately 521.0 masl to 522.5 masl.


M2112-2840010 Page 2

3.0 SCOPE

The general scope of this geotechnical investigation was to complete a geotechnical evaluation for the site in support of the preliminary design of the PRSF and storage ponds. There are five storage ponds related to the SMPP project including the process water pond, cobalt solution pond, brine solution pond, site run-off pond and residue storage collection pond. This evaluation generally consisted of field investigations, laboratory testing and reporting.

3.1 Field Investigations

The detailed scope of the field investigations was to:

1) Drill at eight locations in the vicinity of the storage facilities to depths of approximately 24 m (80 ft) for geotechnical testing and sampling.

2) Install five Casagrande style standpipe piezometers to determine shallow groundwater levels.

3) Excavate eight test pits to 3.1 m (10 ft) in depth to gather disturbed soil samples and to complete field and laboratory testing on unfrozen soils.

3.2 Laboratory Testing

Complete a suite of geotechnical index testing on soil samples acquired from each borehole and test pit including:

1) Water content 2) Specific gravity; 3) Grain size analysis including hydrometer; 4) Atterberg limits; 5) Group Index; 6) Unconfined compression tests; 7) Direct shear tests 8) Consolidation tests; and 9) Detailed soil salinity.

3.3 Report

Provide a report detailing the field investigation, in-situ testing results and laboratory testing results. The content of the final report includes a general description of the soils encountered, the soil properties, and measured groundwater levels. The report also includes a Site Plan showing the location of all boreholes, piezometers, test pits and underground utilities, and all borehole completion logs and piezometer completion details, which will be annotated with field and laboratory testing results.


M2112-2840010 Page 3

4.0 METHODOLOGY

4.1 Field Investigations

4.1.1 Geotechnical Boreholes

Ground Breakers Drilling Ltd. (GB) of Carnduff, SK was contracted for the geotechnical drilling and piezometer installations. GB mobilized to site on 16 February 2010. A truck-mounted mobile B-61 continuous flight auger drill rig was used for the investigation. Seven boreholes were drilled in the PRSF footprint area. One borehole was drilled west of the plant site in the vicinity of the site run-off pond. All eight boreholes drilled for the storage facility investigation were completed by 27 April 2010. Drilling was shut down repeatedly as a result of soft ground conditions. The borehole details are summarized in Table 4.1 and the borehole locations are shown on the Figure A2 (Appendix A).

Near surface frozen soils were noted by the engineer in the field during the drilling of boreholes M2112-12 through M2112-16 in March 2010. The depth of frozen soils encountered ranged from 1.83 m (M2112-12, M2112-13, M2112-14 and M2112-15) to 2.29 m (M2112-16). Frozen soils were not encountered in boreholes M2112-19 through M2112-21, which were completed at the end of April 2010.

Disturbed auger cuttings, split-spoon, and Shelby Tube samples were obtained during the drilling. The boreholes were logged on-site for field descriptions of the encountered lithology. All soil samples collected were bagged and transported to MDH soil testing laboratory in Saskatoon where they were stored in a humidity-controlled room.

Field testing included Standard Penetration Testing (SPT) and pocket penetrometers (pocket pen) testing. SPT testing was conducted at approximately 1.5 m (5 ft) intervals. The sampling depths and the results of the field tests are annotated on the borehole logs presented in Appendix B. The Terms, Symbols and Abbreviations used on the borehole logs are also appended.

The termination depths of the boreholes ranged from 16.9 m (55.5 ft) to 24.4 m (80.0 ft). The boreholes were typically terminated once the Dalmeny aquifer was encountered. All boreholes were decommissioned using cement-bentonite grout (96% cement to 4% bentonite ratio (by weight)) to reduce long-term environmental liability associated with the boreholes.

4.1.2 Geotechnical Test Pits

Test pits excavation was performed after spring thaw to supplement the borehole drilling and obtain geotechnical information on the top 3.1 m (10 ft) of soils while in an unfrozen state. Nemanishen Contracting Ltd. (NCL) was contracted for the excavation and backfill of the test pits. A John Deere 410E backhoe was used for this project. Eight test pits were excavated for the geotechnical investigation of the storage facilities, five in the PRSF footprint area, two


M2112-2840010 Page 4

in the area of the site run-off pond and one in the area of the process water, cobalt solution and brine solution ponds. All the test pits were completed by 07 May 2010. The test pit details are summarized in Table 4.1 and the locations are shown on Figure A2 (Appendix A).

Disturbed bulk soil samples were collected at approximately 0.75 m (2.5 ft) vertical intervals and the test pits were logged on-site for field descriptions of the encountered lithology. All soil samples were bagged and transported to the MDH soil laboratory in Saskatoon and stored in a humidity-controlled room.

Field testing comprised pocket penetrometer tests which were carried out on the upper walls of the excavation and on soil samples obtained at regular vertical intervals. The sampling depths and the results of the field tests are annotated on the test pit logs. The test pit logs were previously provided to FML as part of the MDH Geotechnical Foundation Investigation Report (MDH, 2010b) and were not reproduced herein.

The test pits were excavated to a minimum depth of 3.1 m (10 ft). Completion depths ranged from 3.1 m (10 ft) to 4.0 m (13 ft). The test pits were backfilled with the excavated material, levelled, and the topsoil was replaced.

Table 4.1 – Summary of borehole and test pit details.

(m) (ft)Northing

(m)Easting

(m)Ground

Top of piezometer

cap

Piezometer tip

M2112-12 18.3 60.0 7-Mar-2010 Piezometer 5802470.74 370124.80 522.08 523.07 513.62 8.46

M2112-13 16.9 55.4 7-Mar-2010 Piezometer 5802842.65 370361.21 522.76 523.71 510.39 12.37

M2112-14 19.8 65.0 8-Mar-2010 - 5802891.35 370567.18 522.00 - - -

M2112-15 24.4 80.0 9-Mar-2010 - 5803581.59 370792.66 522.70 - - -

M2112-16 21.0 69.0 17-Mar-2010 Piezometer 5802617.47 370356.07 523.16 522.86 509.29 13.87

M2112-19 19.5 64.0 28-Apr-2010 - 5803226.18 370578.27 523.21 - - -

M2112-20 19.8 65.0 28-Apr-2010 Piezometer 5802406.88 370755.05 522.22 523.28 509.66 12.56

M2112-21 21.3 70.0 28-Apr-2010 Piezometer 5802988.00 370779.73 523.15 524.17 511.89 11.26

M2112-22 3.1 10.0 29-Apr-2010 - 5803174.21 370900.16 523.65 - - -

M2112-23 3.2 10.5 29-Apr-2010 - 5803427.80 370700.80 522.64 - - -

M2112-28 3.1 10.0 3-May-2010 - 5802458.86 369982.60 522.68 - - -

M2112-29 3.2 10.5 3-May-2010 - 5802540.06 370100.70 521.94 - - -

M2112-30 3.2 10.5 3-May-2010 - 5802512.55 370315.12 522.59 - - -

M2112-32 3.4 11.0 3-May-2010 - 5802697.60 370358.50 522.83 - - -

M2112-35 3.5 11.5 7-May-2010 - 5802539.27 370891.68 522.51 - - -

M2112-36 4.0 13.0 7-May-2010 5802839.57 370705.07 522.49 - - -

Test Pits

Installation Type

Coordinates (NAD 83) Elevation (masl) Piezometer depth

(meters below

ground)

Boreholes

Borehole / Test Pit Depth Date

Drilled / Excavated

Borehole /Test Pit

Designation


M2112-2840010 Page 5

4.1.3 Standpipe Piezometer Installation

Five Casagrande style standpipe piezometers were installed at the shallowest oxidized/unoxidized till contact. Piezometer depths range from 8.5 m (27.7 ft) to 13.9 m (45.5 ft) below ground level. The piezometer completion details are provided in Appendix B. The standpipe piezometers consisted of a 50 mm diameter schedule 40 PVC pipe with a 1.5 m (5 ft) length of horizontally slotted (10-slot) screen at the bottom.

The standpipe piezometers were left in place at the end of the field investigations and may be used for long-term groundwater monitoring. The piezometer casing at M2112-16 was cut off below ground level and a casing protector installed to allow continued agricultural activity.

4.2 Laboratory Testing

4.2.1 Geotechnical and Index Soil Properties

Laboratory testing included water contents, specific gravity, grain size distributions, Atterberg limits, Group Index, unconfined compression tests, high load consolidation tests and direct shear tests. Samples were selected for laboratory testing to best represent the stratigraphic layers encountered during the field investigations to produce an understanding of the soil conditions and properties in the project areas. Summaries of the laboratory testing results for the borehole and test pit samples are provided in Table C1 and Table C2 (Appendix C), respectively. Detailed laboratory results are also provided in Appendix C.

All soils testing, with the exception of detailed soil salinity testing, was conducted by the MDH soil laboratory in Saskatoon, SK.

4.2.2 Unconfined Compression Testing

Unconfined compressive strength testing was conducted on undisturbed samples from the Shelby tubes obtained during the drilling investigation. A summary of the test results for the unconfined compressive strengths are shown in Table 4.2. Testing results for samples CTS-200, CTS-229, CTS-170 and CTS-195 may be artificially high as a result of sample drying.


M2112-2840010 Page 6

Table 4.2 – Summary of unconfined compression strength test results.

4.2.3 Oedometer/Consolidation Testing

Oedometer testing was performed to determine one-dimensional consolidation or swelling using incremental loading (ASTM D2435). Testing was performed on samples obtained from within the footprint of the PRSF. Two samples from various depths were selected for testing. All of the test results are completed and the results are shown in Table 4.3. The detailed results for the Oedometer testing are provided in Appendix C. The Casagrande semi-log method (1936) was used for evaluation of the preconsolidation pressure, po.

Table 4.3 – Summary of 1D consolidation test results.

4.2.4 Direct Shear Test

The Direct shear testing (ASTM D3080-90) was conducted to determine the drained shear strength of selected in-situ soil samples. Testing was performed on two samples recovered from various depths. The test report graphical plots are presented in Appendix C and the test results are presented in Table 4.4 below.

Borehole Sample Stratigraphic Layer Unconfined Compressive Strengths, quNumber Number (ft) (m)

M2112-13 CTS-2001. 11.5 3.5 Oxidized Silt TillM2112-15 CTS-2291. 11.5 3.5 Oxidized Silt TillM2112-12 CTS-156 14.0 4.3 Oxidized Silt TillM2112-14 CTS-209 16.5 5.0 Oxidized Silt TillM2112-16 CTS-265 16.5 5.0 Oxidized Silt TillM2112-20 CTS-353 18.5 5.6 Oxidized Silt TillM2112-13 CTS-187 26.5 8.1 Oxidized Silt TillM2112-15 CTS-238 26.5 8.1 Unoxidized Silt TillM2112-14 CTS-216 31.5 9.6 Oxidized Silt TillM2112-16 CTS-274 31.5 9.6 Oxidized Silt TillM2112-20 CTS-360 36.5 11.1 Oxidized Silt TillM2112-12 CTS-1701. 41.5 12.6 Unoxidized Silt TillM2112-15 CTS-245 41.5 12.6 Oxidized Silt TillM2112-16 CTS-280 41.5 12.6 Oxidized Silt TillM2112-13 CTS-1951. 46.5 14.2 Oxidized Silt TillM2112-20 CTS-363 47.0 14.3 Unoxidized Silt TillM2112-16 CTS-289 56.5 17.2 Unoxidized Silt TillNote 1. Dry sample.

556

Sample Depth(kPa)

2395929820229269159851

1759577320

2943062391731264253

Stratigraphic Layer

(ft) (m)

M2112-21 CTS-374 Oxidized Silt Till 15.0 - 16.5 4.6 - 5.0 0.67 90 0.97 0.19 0.07

M2112-21 CTS-377 Oxidized Silt Till 30 - 31.5 9.1 - 9.6 0.39 100 0.50 0.11 0.04

Reb

ou

nd

In

dex

, C

r Sample DepthBorehole

NumberSample Number

Init

ial

Vo

id R

atio

, eo

Pre

-co

nso

lid

atio

n

Pre

ssu

re,

po

(k

Pa)

Ove

r C

on

soli

dat

ion

R

atio

, O

CR

Co

mp

ress

ion

In

dex

, C

c


M2112-2840010 Page 7

Table 4.4 – Summary of direct shear test results.

4.3 Undrained Shear Strength, su

The average undrained shear strengths obtained from field pocket penetrometers tests and laboratory unconfined compression tests at various depths are summarized in Table 4.5 below. Questionable unconfined compressive strength results for samples CTS-200, CTS-279, CTS-170 and CTS195 were not included the calculation of average strengths.

Table 4.5 – Average undrained shear strengths of soil at various depths.

4.4 Chemical Laboratory Investigation

Eight soil samples were submitted to ALS Laboratory Group’s Laboratory in Saskatoon for analysis of soil chemistry. Detailed salinity testing (saturation paste method) was conducted to determine Cl-, K, Mg, Na, SO4, electrical conductivity (EC) and pH for the study area. A summary of the chemical constituents and Electrical Conductivity (EC) for the pore water in each of the soil samples tested is presented in Table 4.6. The original ALS Laboratory data sheets are provided in Appendix C.

The laboratory detailed salinity test results show that the soil at the site has moderate to very severe degree exposure in sulphate (SO4) content (CSA A23.1-04). The average value of

Apparent Cohesion,

c' (kPa)

Angle of Shear

Resistance of Soil, ' (degree)

Apparent Cohesion,

c' (kPa)

Angle of Shear

Resistance of Soil, ' (degree)

M2112-14 CTS-216 Oxidized silt till 31.5 9.6 0 33 13 34

M2112-21 CTS-374 Oxidized silt till 15.0 4.6 2 26 39 18

Peak

Borehole Designation

Sample Number

Stratigraphic Layer

Sample Depth, ft

Sample Depth, m

Residual

Average Undrained Shear Strength from

Pocket Pen

Average Undrained Shear Strength from

Lab Tests

Average Undrained Shear Strength

(Field & Lab Tests)su su su

(ft) (m) (kPa) (kPa) (kPa)

0 - 10 0 - 3.1 109 - 109

10 - 20 3.1 - 6.1 144 185 164

20 - 30 6.1 - 9.1 183 352 267

30 - 40 9.1 - 12.2 182 140 161

40 - 50 12.2 - 15.2 165 196 181

50 - 60 15.2 - 18.3 166 160 163

60 - 70 18.3 - 21.3 221 - 221

167 206 181Overall Average

Sample depth


M2112-2840010 Page 8

pore water sulphate contents tested was 2205 mg/L. Most of the soil samples tested were classified as moderate exposure; however, samples CTS-183 (M2112-13) and CTS-325 (M2112-19) were classified as very severe and severe, respectively. Chloride (Cl-) exposure is known to lead to corrosion in reinforced concrete structures. The average chloride content in the samples tested was 57 mg/L. A designer competent in concrete mix design should complete concrete mix design specifications, if required. It is anticipated that sulphate resistant cement may be used, as this is common practice in Saskatchewan.

Table 4.6 – Soil porewater chemistry results for all boreholes.

M2112-12 M2112-13 M2112-14 M2112-15 M2112-16 M2112-19 M2112-20 M2112-21L894454-1 L894454-2 L894454-3 L894454-4 L894454-5 L894454-6 L894454-7 L894454-8CTS - 153 CTS - 183 CTS - 203 CTS - 233 CTS - 263 CTS - 325 CTS - 346 CTS - 372

6' 14.5' 4' 17' 12' 3.5' 2' 9'Chloride (Cl) mg/L 14.4 13.8 3 59.9 14.4 24.2 11.2 5.6Calcium (Ca) mg/L 39.2 628 15.5 57.4 69.6 538 65.7 60.3Potassium (K) mg/L 11.7 36 5.1 11.9 10.2 27 16 11.9Magnesium (Mg) mg/L 13.2 354 24.2 19.5 32.7 756 21.6 54Sodium (Na) mg/L 6.4 130 11.4 15.8 26.5 472 11.2 27.5SAR SAR 0.23 1.03 0.42 0.46 0.66 3.08 0.31 0.62Sulphate (SO4) mg/L 17.9 2940 12.7 56.5 82.2 4990 57 54.3% Saturation % 35.5 37.1 110 36.6 42 30.6 30.9 76.5pH in Saturated Paste pH 7.77 7.62 8.04 8.07 8 8.03 6.74 8.02Conductivity Sat. Paste dS m-1 0.34 4.14 0.3 0.54 0.76 6.67 0.52 0.89Detailed Salinity (Corrected for Pore Water)

Natural Moisture Content % 12.66 10.30 27.61 9.8 15.33 24.82 7.32 33.74Corrected Salinity valuesChloride (Cl) mg/L 40 50 12 224 39 30 47 13Calcium (Ca) mg/L 110 2262 62 214 191 663 277 137Potassium (K) mg/L 33 130 20 44 28 33 68 27Magnesium (Mg) mg/L 37 1275 96 73 90 932 91 122Sodium (Na) mg/L 18 468 45 59 73 582 47 62Sulphate (SO4) mg/L 50 10590 51 211 225 6152 241 123

S-3 S-1 S-3 S-3 S-3 S-2 S-3 S-3(moderate) (very severe) (moderate) (moderate) (moderate) (severe) (moderate) (moderate)

Notes:

2. Values provided at bottom of table (in green) are estimates of pore waterconcentration, determined by: [(%WaterSaturation / %Waternatural content)*(Csat.paste)]

Parameter Units

Class of Sulphate exposure

1. Chemical contituent concentrations determined using the saturation paste method. Deionized water is added to the soil until the soil is saturated. The paste is allowed to stand overnight or a minimum of four hours. After equilibration, an extract is obtained by vacuum filtration. Chloride in the extract is determined colorimetrically at 660nm by complexation with mercury (II) thiocynate. Individual cations are derermined by ICP-OES. pH of the soil paste is measured using a pH meter. Conductivity of the extract is measured by a conductivity meter.

3. Class of Sulphate exposure refer to Table 3 of CSA A23.1-04, Concrete materials and methods of concrete construction.


M2112-2840010 Page 9

5.0 SUBSURFACE CONDITION

5.1 Local Geology

The general subsurface stratigraphy encountered within the project areas consists of:

0.1 m (0.3 ft) to 0.5 m (1.5 ft) of topsoil, overlying;

Up to 3.6 m (11.8 ft) of Surficial Stratified Deposits (SSD), overlying;

Approximately 1 m (3.3 ft) of Battleford Formation, overlying;

11 m (36.0 ft) to 18 m (59.0 ft) of Upper Floral Formation, overlying;

Intra-till sand (Upper Floral Aquifer/Dalmeny Aquifer)

A summary of the stratigraphic units encountered at each of the project areas is provided in Table 5.1.

From the deep stratigraphic drilling completed at the site it was known that the thickness of the Upper Floral Aquifer/Dalmeny Aquifer in the immediate vicinity was 22.2 m to 26 m (MDH, 2010c). The boreholes were terminated when the marker bed of the Dalmeny Aquifer was encountered. Given the limitations of the drilling method being used, it was not practical to attempt to drill through this stratigraphic unit. In general the glacial till soil encountered during the drilling were heterogeneous fine grained soils with relatively low permeability which may also be described as poorly drained soils.

Table 5.1 – Summary of stratigraphic units encountered.

Saskatoon Group

The Saskatoon Group was first proposed by Christiansen (1968) as the portion of drift lying between the Sutherland Group and the ground surface. The Saskatoon Group is subdivided into the Floral Formation, the Battleford Formation, and the SSD. The Floral Formation consists of a Lower and Upper unit by distinct glaciations. These units are often separated by the Riddell Member of the Floral Formation. The Riddell Member is a stratified interglacial deposit of Sangamon age (Skwara Woolf, 1981) and forms a significant aquifer in Saskatchewan which is informally called the Upper Floral Aquifer. This is called the Dalmeny

STRATIGRAPHIC UNIT PRSF Site Run-off PondProcess Water, Cobalt

Solution and Brine Solution Ponds

Topsoil 0.10 m to 0.45 m 0.15 m to 0.3 m 0.15 m

SSD 0.6 m to 3.6 m 0.76 m 2.35 m

Battleford Formation approximately 1 m approximately 1 m not encounteredUpper Floral Formation

11.2 m to 18.3 m 15.4 mtest pit terminated within this

layer at 3.2 mUpper Floral Aquifer/ Dalmeny Aquifer

approximately 18.9 m below ground (14.9 m to 21.3 m)

17.4 m below ground -


M2112-2840010 Page 10

Aquifer in the project area. This unit is continuous across the project area and was encountered in all the boreholes; all the boreholes understudy were terminated in this stratigraphic unit.

5.1.1 The Surficial Stratified Deposits (SSD)

Surficial Stratified Deposits (SSD) of the Saskatoon Group were encountered in various thickness around in the vicinity of the proposed mine site. The SSD are mainly derived from weathered or re-worked Battleford Formation till and both water and wind derived sand, silt and clay deposits. The soils encountered in this stratum during this investigation were layered sand, silt and clay.

5.1.2 The Battleford Formation

The Battleford Formation is located between the Floral Formation and Surficial Stratified Deposits. This layer of soil was described as sandy silt till comprised of some clay and trace amount of gravel, brown in color, oxidized, soft to firm in consistency, low plasticity, moist, patchy oxide (iron) staining was prevalent throughout the unit.

The stratigraphic contact with the underlying Floral Formation was primarily based on the presence of intact fractures within the Floral Formation, color change, and consistency variation (soil hardness increases in Floral Formation due to the highly overconsolidated nature of the Floral Formation till compared to that of the Battleford Formation till).

5.1.3 The Floral Formation

The Upper Floral Formation till encountered was described as sandy silt till comprised of some clay and trace amount of gravel, brown in color in the shallower depth transitioning to grey with oxide stained fractures in deeper depth, oxidized, stiff to hard in consistency, low plasticity and moist.

5.1.4 Upper Floral Aquifer (Dalmeny Aquifer)

Upper Floral Aquifer was encountered at depths between 14.9 m (48.8 ft) (M2112-14) to 21.3 m (70.0 ft) (M2112-21) and all the boreholes were terminated within this unit. This sand layer was described as fine to coarse sand, trace silt, trace clay, brown or brown to grey in color, very dense in compactness and wet in moisture condition.

5.2 Shallow Groundwater Regime

Water levels in the piezometers were measured between March 2010 and May 2010 and the data is presented in Table 5.2. As of the last monitoring event, groundwater levels were measured to be between 2.56 m (8.4 ft) below ground surface (M2112-12) and 8.99 m (29.5 ft) below ground surface (M2112-16). The piezometer at M2112-13 was dry at each monitoring event.


M2112-2840010 Page 11

It is anticipated that the groundwater levels will vary from the observed elevations due to seasonal fluctuation and in response to wet or dry weather conditions. Changes in groundwater levels could also be observed in response to changes in surface drainage patterns. The Surficial Stratified Deposits near ground surface are expected to be saturated during wet seasons.

Table 5.2 – Groundwater monitoring records.

6.0 SUMMARY

The stratigraphy was found to be relatively consistent across all the boreholes and test pits, where sandy silt till is overlain by SSD. All eight boreholes were terminated in a wet sand layer (Upper Floral Aquifer/Dalmeny Aquifer). The bottom of this sand layer was not encountered, as the deepest hole drilled was 24.4 m (80 ft). From the hydrogeological investigation conducted at the project site it is known that the Dalmeny Aquifer is typically 22.2 m to 26.0 m thick in the area (MDH, 2010c).

Eight test pits were excavated in the project area after spring thaw to supplement the borehole drilling and obtain geotechnical information on the near surface soils while in an unfrozen state. All test pits were excavated to between 3.1 m (10 ft) and 4.0 m (13 ft) in depth.

Five Casagrande style standpipe piezometers were installed during the investigation. Groundwater levels were measured to be between 2.56 m (8.4 ft) below ground surface (M2112-12) and 8.99 m (29.5 ft) below ground surface (M2112-16). The piezometer at M2112-13 was dry.

The land for the storage facilities is generally flat with minimal relief. The ground elevation difference revealed from the topographic survey is generally within 3 m across the PRSF

Piezometer Date Depth Measured Depth Notes Number Ground TOC Tip (m)* Head (masl) (m below ground)M2112-12 522.08 523.07 513.63 7-Apr-10 6.54 516.53 5.55

20-Apr-10 6.56 516.52 5.57

6-May-10 4.35 518.72 3.36

20-May-10 3.55 519.52 2.56

M2112-13 522.76 523.71 510.39 7-Apr-10 dry

20-Apr-10 dry

6-May-10 dry

20-May-10 dry

M2112-16 523.16 522.86 509.29 7-Apr-10 8.69 514.18 8.99

20-Apr-10 8.67 514.19 8.98

6-May-10 8.56 514.30 8.86

M2112-20 522.22 523.28 509.66 13-May-10 9.73 513.55 8.67

20-May-10 9.69 513.59 8.63

M2112-21 523.15 524.17 511.89 13-May-10 8.68 515.49 7.66

20-May-10 8.56 515.61 7.55

Notes: depth to water level from TOC (top of casing)

Completion Data Potentiometric DataElevation (masl)


M2112-2840010 Page 12

footprint area; 1 m in the area of the residue storage collection pond; 0.5 m in the area of the site run-off pond; and 1.5 m in the immediate vicinity of the process water, cobalt solution and brine solution ponds.


M2112-2840010 Page 13

7.0 CLOSURE

MDH Engineered Solutions Corp., hereinafter collectively referred to as “MDH”, has exercised reasonable skill, care and diligence in preparing this report. MDH will not be liable under any circumstances for the direct or indirect damages incurred by any individual or entity due to the contents of this report, omissions and/or errors within, or use thereof, including damages resulting from loss of data, loss of profits, loss of use, interruption of business, indirect, special, incidental or consequential damages, even if advised of the possibility of such damage. This limitation of liability will apply regardless of the form of action, whether in contract or tort, including negligence.

MDH has prepared this report for the exclusive use of Fortune Minerals Limited and the representatives of Fortune Minerals Limited, and does not accept any responsibility for the use of this report for any purpose other than intended. Any alternative use, reliance on, or decisions made based on this document are the responsibility of the alternative user or third party. MDH accepts no responsibility to any third party for the whole or part of the contents and exercise no duty of care in relation to this report. MDH accepts no responsibility for damages suffered by any third party as a result of decisions made or actions based on this report.

Should you have any questions or comments please contact us.

Regards,

MDH Engineered Solutions Corp. Association of Professional Engineers And Geoscientists of Saskatchewan Certificate of Authorization Number 662


M2112-2840010 Page 14

8.0 REFERENCES

Christiansen, E.A., 1968, Pleistocene stratigraphy of the Saskatoon area, Saskatchewan, Canada. Canadian Journal of Earth Sciences. MDH Engineered Solutions Corp., 2010a, Proposal for: Geotechnical, Hydrogeological, and

Environmental Assessment for the Saskatchewan Metal Processing Plant, January 2010, M2112-2840010.

MDH Engineered Solution Corp., 2010b, Geotechnical Foundation Investigation Report for

the Saskatchewan Metals Processing Plant Project, June 2010, M2112-2840010. MDH Engineered Solutions Corp., 2010c, Hydrogeological Investigation for the

Saskatchewan Metals Processing Plant, November 2010, M2112-2840010. Skwara Woolf, T., 1981, Biostratigraphy and paleoecology of Pleistocene deposits (Riddell

Member, Floral Formation, Late Rancholabrean), Saskatoon, Canada. Canadian Journal of Earth Sciences.


M2112-2840010 Appendices

TERMS, SYMBOLS AND ABBREVIATIONS

Terms, Symbols and Abbreviations

Field geological description of a soil is achieved through a brief description of the following points. All points should be included to accurately describe a soil for geoenvironmental applications: 1) Lithology/texture (size, proportion, and shape); 2) Colour and oxidation; 3) Consistency and plasticity (cohesive soils); 4) Condition (non-cohesive soils); 5) Moisture; and 6) Other miscellaneous descriptors.

1) Lithology / Texture The texture of a soil is a combination of the size and shape of the particles and the relative proportions of each of the constituents (eg. subrounded to subangular gravel, sandy, some silt, trace cobble). Particle Size (ASTM D2487-85) Boulder 300mm plus Cobble 75 – 300 mm Gravel 4.75 – 75 mm Sand 0.075 – 4.75mm Fine: 0.075 – 0.425 mm Medium: 0.425 – 2 mm Coarse: 2 – 4.75 mm

Relative Proportions (by weight) Parent Material >35% and main

fraction Modifier 20 – 35% eg: gravely, sandy, silty, clayey, etc. Some 10 – 20% Trace 0 – 10%

Particle Shape (coarse grained soils) Rounded No edges and smoothly curved sides Subrounded Well-rounded corners and edges, nearly plane sides Subangular Similar to angular but have rounded edges Angular Sharp edges and relatively plane sides with unpolished surfaces

Gradation (coarse grained soils) Well Graded Having a wide range of grain sizes and substantial amount of all

intermediate sizes Uniform (Poorly Graded) Possessing particles of predominantly one size Gap Graded Possessing particles of several distinct sizes

2) Colour and Oxidation A soils colour may be described either qualitatively in the field at the soils natural moisture content using common colours (eg. light grey, light brown, dark grey, etc.) or quantitatively by comparison with a colour chart. Soils colour is typically quantified using a Munsell Book of Colour. The soil colour description is characterized by a combination of hue, value and chroma. The hue notation of a colour indicates its relation to red, yellow, green, blue and purple; the value notation indicates its lightness; and the chroma notation indicates its strength (or departure from a neutral of the same lightness (eg 2.5Y 4/2). Quantitative determination of colour using a Munsell Book of Colours is completed after the soil has been allowed to dry at a low temperature. When a soil is exposed to an oxygen rich environment it oxidizes and the soils colour departs from neutral (eg from dark grey-5Y 4/1 to dark reddish brown-5Y4/2). The colour change is generally a result of iron oxidation and staining (red) or manganese staining (purple to black). The oxidation may occur throughout the entire soil mass or commonly as fracture and joint coatings and haloes.

3) Consistency and Plasticity (Cohesive Soils) The consistency of a soil is a qualitative description of a cohesive soils ability to resist deformation and may be correlated to the undrained shear strength. Consistency and undrained shear strength (Su) of a soil may be field-tested using the thumb and thumbnail or more accurately with a pocket penetrometer. The plasticity of a soil is a measure of the soils ability to deform without rupture. The plasticity of a cohesive soil should be estimated as low (LL <30), medium (30<LL<50), or high (LL>50) plasticity. The plasticity can be verified in the laboratory through Atterberg Limit testing. Consistency Undrained Shear

Strength - Su (kPa) (CFEM, 2nd edition, 1985)

Field Identification (ASTM D 2488-84)

Very Soft <12 Thumb will penetrate soil more than 25mm Soft 12 – 25 Thumb will penetrate soil about 25mm Firm 25 – 50 Thumb will indent soil about 6 mm Stiff 50 – 100 Thumb will indent but penetrate only with great effort

(CFEM) Very Stiff 100 – 200 Readily indented by thumbnail (CFEM) Hard >200 Thumb will not indent but readily indented with thumbnail Very Hard N/A Thumbnail will not indent soil Note: - Pocket penetrometer readings can be used to measure Su directly where Su is equal to

approximately ½ of the pocket penetrometer reading (ie. The pocket penetrometer measures unconfined compressive strength (approx 2Su)

4) Compactness Condition (Non-Cohesive Soils) A Standard Penetration Test (STP) is used to estimate the compactness condition of a soil.

Compactness Condition SPT N-Index (Blows / 300mm) Very Loose 0 – 4

Loose 4 – 10 Compact 10 – 30

Dense 30 – 50 Very Dense >50

5) Moisture Conditions (ASTM D2488-84)

• Dry - No moisture, dusty, dry to touch • Moist - Damp but contains no visible water • Wet - Visible, free water, indicating soil is below water table

6) Other Descriptors

• Primary structure - structure formed during soil deposition (eg. stratified, laminated, lensed, bedded, massive, cross-bedded, etc.)

• Secondary structure - structure formed following original deposition (eg. cementation, salt crystallization, jointing, fissuring, fracturing, slickensides, blocky, brecciated, mottled, etc.)

• Carbonate content - weakly, moderately, or strongly calcareous (based on effervescence in dilute (10%) HCl acid)

• Organics (spongy feel, fibrous texture) • Sensitivity (sands) • Odour

7) Soil Type Symbols

8) Sampling Symbols (left hand side of testhole log)

9) Oxidized Zones (right hand side of testhole log)

10) Field and Laboratory Test Symbols

11) Piezometer and Inclinometer Symbols

Common Abbreviations

Pale = pl. Olive = ol. Light = lt. Yellow = ylw. Brown = br Grey = gr. Green =grn. Pink = Pk. Dark = dk. Very = v. Large = lg. Strongly = st. Weakly = wkly. Subrounded = sbrnd. Subangular = sbang. Rounded = rnd. Angular = ang. Medium = m.

Fine = f. Coarse = c.

Calcareous = calc. Non-Calcareous = noncalc. Laminated = lam. Predominantly = predom. Carbonate = carb. Quartz = qz. Ablation = abl. Weathered = wthrd. Material = mat. Mottled (Mottling) = mot. Fracture = frac.

Iron = Fe Manganese = Mn

Examples 1) Sand, silty, some subrounded to subangular gravel, light brownish grey (2.5Y6/2),

oxidized, well graded, loose, wet, stratified, weakly calcareous 2) Silt, clayey, trace fine sand, grey (5Y5/1), unoxidized, soft-very soft, moist, thinly

laminated, strongly calcareous, Fe and Mn staining 3) Clay till, sandy, some subangular-angular gravel, trace subrounded cobble, greyish

brown (2.5Y5/2), oxidized, moderate plasticity, stiff, moist, moderately calcareous, Fe stained fractures, Glauber’s salts

4) Gravel (sbrnd-rnd) predominantly shield and carbonate lithos, sandy (f.-c.), well sorted, unoxidized, compact, wet, wood chips



Appendix A Site Plans

1:150,000

PRODUCED BY

CLIENT TITLE

PROJECT No. FIG. No.DRAWING No.

APPROVED BYDRAWN BYSUPERVISED BYSCALE DATE

Path: P:\Fortune Minerals Ltd\M2112-2840010 - Geotechnical, Hydrogeological and Environmental Assessments For Saskatchewan metals Processing Plant\3. GIS\2. Drawings\M2112-21-14 (Site Location - 8.5 x 11).mxd

M2112-2840010

S. LONG, GIS Cert.

LOCATION OF THE PROJECT AREA

M2112-21-14

NO RTH SASKATCHEWAN RI

VER

TP39-RG07-W3 TP39-RG06-W3

TP37-RG06-W3TP37-RG07-W3

TP38-RG06-W3TP38-RG07-W3

TP37-RG05-W3

TP39-RG05-W3

TP38-RG05-W3

11

1111

11

1111

11

11

1111

02

07

13

27

10

15

2219

18

08

30

34

07

24

35

10

03

07

18

12

18

09

26

12

3432

10

20 21

08

09

1922

29

33

30

3233

22

09

23

17

34

08

31

15

35

14

29

12

29

06

21

1416

20

17

23

30

35

20

28

16

33

36

13

27

17

14

36

26

3235

19

31

14

35

16

2728

31

3136

16

34

24 21

17

14

32

12

33

30

1315

31

17

33

08

05

25

25

03

3235

34

19

31

08

14

33

242123

13

14

36

0606

12

13

23

03

04

24

20

07

06

09

25

01

18

29

25

28

23

20

18

23

26

05

19

07

34

36

05

18

30

24

26

02 01

31

34

0712

0102

13

1513

25

22

28

35 36

23

35

08

2829

24

26

02

26

14

24

09

15

2726

07

06

10

18

09

10

18

12

03

19

06 0501

25

32

2530

24

31

32

13

02

29

14

05

03

32

04

10

07

27

33 35

26

36

16

01

35

21

2825

16

25

04

12

17

04

19

30

23

36

20

17

19

29

32

21

06 05

34

08

33

27

1814

01

21

17 15

34

19

16

10

06

21

15

17

02

30

16

01

07

06

22

33

01

2022

02

02

29

24

09

13

08

03

21

26

20

36

28

23

31

03

10

28

27

27

09

04

30

0405

22

22

02

09

03

29

04 02

16

28

08

27

12

04

22

15

05

10

34

20

01

32

0405

15

33

03

36

333136

35 3135 32

32 35343334 3136

26

03

25

04

30

05

29

06

28

01

27

02

26

03

25

04

30

05

29

06

28

01

27

02

26

03

25

04

30 29

05

28

06

27

01

26

02

LANGHAM

DALMENY

SASKATOONDUNFERMLINE

£¤305

£¤14

£¤16

£¤12

£¤11

£¤7£¤5

370,000

370,000

380,000

380,000

5,780

,000

5,780

,000

5,790

,000

5,790

,000

5,800

,000

5,800

,000

A1

LegendSITE LOCATION

MAJOR HIGHWAY

RAILWAY

Note1. LOT PARCEL BOUNDARIES OBTAINED FROM INFORMATION SERVICES

CORPORATION OF SASKATCHEWAN (ISC) AND ARE APPROXIMATE.

2. LOT PARCELS ARE LABELED BY ISC SURFACE PARCEL NUMBER.

04-OCT-10

³

M. STURBY, P.Eng. 04-OCT-10

!

!

!

!

!

!

!

!

!

!

!

!

LLODYMINSTER

REGINA

YORKTON

WEYBURN

MELFORT

ESTEVAN

HUMBOLDTSASKATOON

MOOSE JAWSWIFT CURRENT

PRINCE ALBERTNORTH BATTLEFORD

SASKATCHEWAN MANITOBAALBERTA

MONTANA NORTH DAKOTA

DETAIL

PROVINCE SCALE: 1:6,000,000

!

¹

!(

!

¹

!N&

!

¹

!

¹

!N&

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!

¹

!N&

!N&

!N&

!N&

!N&

!(

!(

!(

!(!N&

!(!(

!(!N&

!(

!N&

!(

!N&

!N&

!N&

!N&

!N&

!N&

")Ñ(

NW-14-39-07-W3

PROPOSEDRAILWAY SPUR

CN RAILWAY

SE-23-39-07-W3

SE-22-39-07-W3

NE-15-39-07-W3

NE-14-39-07-W3

SW-23-39-07-W3

M2112-13

M2112-08

M2112-15

M2112-28

M2112-34

M2112-21

M2112-22

M2112-19

M2112-23

M2112-03B

M2112-04B

M2112-03A

M2112-02A

M2112-01A

M2112-05A

M2112-04A

M2112-01B

M2112-02B

M2112-05B

M2112-36

M2112-37M2112-20

M2112-33

M2112-35

M2112-24M2112-25

M2112-26

M2112-27

M2112-29M2112-30

M2112-31

M2112-32

M2112-14

M2112-10

M2112-11M2112-06

M2112-09

M2112-07M2112-12

M2112-18

M2112-16

M2112-17

M2112-38

369,000

369,000

369,500

369,500

370,000

370,000

370,500

370,500

371,000

371,000 5,802

,000

5,802

,500

5,802

,500

5,803

,000

5,803

,000

5,803

,500

5,803

,500

SCALE 1:7,500 DATEDESIGN BYDRAWN BYAPPROVED BY

S. LONG, GIS Cert. 04-OCT-10

CLIENT

PRODUCED BY

PROJECT No.

TITLE

FIG. No.DRAWING No.

SASKATCHEWAN METALS PROCESSING PLANT

PRELIMINARY SITE PLAN

M2112-2840010

M2112-21-28

A2

Note1. PROPOSED SITE LAYOUT PLAN PROVIDED BY

FORTUNE MINERALS LIMITED. (July 21 2010 2000g001.dwg)

2. 2008 AIR PHOTO OBTAINED FROM INFORMATION

SERVICES CORPORATION OF SASKATCHEWAN (ISC).

3. UTM COORDINATES ARE IN NAD 83 ZONE 13.

³Legend"

W (PRODUCTION WELL

!( MDH BOREHOLE

!N& MDH PIEZOMETER

!

¹

MDH TEST PIT

PROPOSED SITE LAYOUT

RAILWAY

PROPERTY BOUNDARY

PROPOSED PROCESS RESIDUE STORAGE FACILITY AREA

GROUND RESISTIVITY TEST LOCATION")

ID TYPE EASTING NORTHING LAND DESCRIPTION ID TYPE EASTING NORTHING LAND DESCRIPTIONM2112-01A PIEZOMETER 371,117.26 5,802,190.77 SE9-14-39-07-W3 M2112-16 PIEZOMETER 370,356.07 5,802,617.47 SE14-14-39-07-W3

M2112-01B PIEZOMETER 371,116.93 5,802,188.84 SE9-14-39-07-W3 M2112-17 BOREHOLE 370,487.48 5,802,512.67 NW10-14-39-07-W3

M2112-02A PIEZOMETER 371,129.40 5,802,960.41 NE16-14-39-07-W3 M2112-18 BOREHOLE 370,241.34 5,802,560.41 NE11-14-39-07-W3

M2112-02B PIEZOMETER 371,130.76 5,802,958.14 NE16-14-39-07-W3 M2112-19 BOREHOLE 370,578.27 5,803,226.18 NE2-23-39-07-W3

M2112-03A PIEZOMETER 369,558.97 5,802,818.63 SE13-14-39-07-W3 M2112-20 PIEZOMETER 370,755.05 5,802,406.88 NW9-14-39-07-W3

M2112-03B PIEZOMETER 369,557.40 5,802,817.39 SE13-14-39-07-W3 M2112-21 PIEZOMETER 370,779.73 5,802,988.00 NW16-14-39-07-W3

M2112-04A PIEZOMETER 370,331.48 5,803,004.27 NE14-14-39-07-W3 M2112-22 TEST PIT 370,900.16 5,803,174.21 SE1-23-39-07-W3

M2112-04B PIEZOMETER 370,331.40 5,803,005.83 NE14-14-39-07-W3 M2112-23 TEST PIT 370,700.80 5,803,427.80 SE7-23-39-07-W3

M2112-05A PIEZOMETER 370,555.47 5,802,366.22 SE10-14-39-07-W3 M2112-24 TEST PIT 370,399.95 5,802,431.25 NW10-14-39-07-W3

M2112-25 TEST PIT 370,281.41 5,802,424.27 NE11-14-39-07-W3

M2112-26 TEST PIT 370,187.15 5,802,406.73 SE11-14-39-07-W3

M2112-27 TEST PIT 370,030.94 5,802,346.30 SW11-14-39-07-W3

ID TYPE EASTING NORTHING LAND DESCRIPTION M2112-28 TEST PIT 369,982.60 5,802,458.86 NW11-14-39-07-W3

M2112-06 PIEZOMETER 370,350.73 5,802,483.02 NE11-14-39-07-W3 M2112-29 TEST PIT 370,100.70 5,802,540.06 NW11-14-39-07-W3

M2112-07 BOREHOLE 370,228.35 5,802,468.29 NE11-14-39-07-W3 M2112-30 TEST PIT 370,315.12 5,802,512.55 NE11-14-39-07-W3

M2112-08 BOREHOLE 370,227.96 5,802,382.34 SE11-14-39-07-W3 M2112-31 TEST PIT 370,334.01 5,802,564.35 NE11-14-39-07-W3

M2112-09 BOREHOLE 370,349.83 5,802,380.04 SW10-14-39-07-W3 M2112-32 TEST PIT 370,358.50 5,802,697.60 SW15-14-39-07-W3

M2112-10 BOREHOLE 370,466.85 5,802,378.15 SW10-14-39-07-W3 M2112-33 TEST PIT 370,705.07 5,802,839.57 NE15-14-39-07-W3

M2112-11 BOREHOLE 370,469.03 5,802,463.73 NW10-14-39-07-W3 M2112-34 TEST PIT 370,642.42 5,802,434.60 NE10-14-39-07-W3

M2112-12 PIEZOMETER 370,124.80 5,802,470.74 NW11-14-39-07-W3 M2112-35 TEST PIT 370,895.38 5,802,179.49 NW8-14-39-07-W3

M2112-13 PIEZOMETER 370,361.25 5,802,842.38 NE14-14-39-07-W3 M2112-36 TEST PIT 370,772.69 5,802,309.56 SW9-14-39-07-W3

M2112-14 BOREHOLE 370,567.18 5,802,891.35 NE15-14-39-07-W3 M2112-37 TEST PIT 370,891.68 5,802,539.27 NW9-14-39-07-W3

N/A GROUND RESISTIVITY TEST LOCATION

370,193.00 5,802,492.00 NW11-14-39-07-W3

HYDROGEOLOGICAL INVESTIGATION

GEOTECHNICAL INVESTIGATION

GEOTECHNICAL INVESTIGATION

M2112-38TEST

PRODUCTION WELL

370,562.21 5,802,433.56 NE10-14-39-07-W3

SW8-23-39-07-W35,803,581.59370,792.66BOREHOLEM2112-15

M. STURBY, P.Eng. 04-OCT-10

APPROXIMATE SASKTEL LINE LOCATION



Appendix B Borehole Logs



Appendix C

Laboratory Testing Results

Unified Soil Classification

(ft.) (m)Gravel

(%)Sand (%)

Silt (%)

Clay (%)

USCS (ASTM D2487)

P.L. (%)

L.L. (%)

P.I. (%)

Classification of Fine-Grained Soil/ Fined-Grained Fraction of Coarse-Grained Soil (by Plasticity Chart)

CTS-150 2.5 0.8 - - - 10 75 10 5 - 2.72 - - - - 4.70 -

CTS-153 6 1.8 - - - - - - - - - - - - - 12.66 -

CTS-156 14 4.3 2134 2320 22.7 - - - - - - - - - - 8.70 820

CTS-157 14.5 4.4 - - - 0 42 41 17 - 2.55 11.4 28.8 17.4 CL 13.24 -

CTS-169 38 11.6 - - - 2 42 38 18 - 2.65 13.5 30.5 17.0 CL 11.33 -

CTS-1701. 41.5 12.7 2160 2316 22.7 - - - - - - - - - - 7.20 1731

CTS-178 3 0.9 0 18 36 46 2.63 16.1 56.2 40.1 CH 16.36

CTS-182 12 3.7 2 44 37 17 2.65 11.2 29.6 18.4 CL 9.80

CTS-183 14.5 4.4 10.30

CTS-187 26.5 8.1 2125 2331 22.8 9.70 851

CTS-192 38 11.6 7 39 36 18 2.78 12.5 28.0 15.5 CL 10.81

CTS-1951. 46.5 14.2 2162 2269 22.2 5.00 1759

CTS-2001. 11.5 3.5 2225 2344 23.0 5.40 2395

CTS-203 4 1.2 27.61

CTS-205 8 2.4 0 0 73 27 2.53 25.4 53.4 28.0 CH 32.98

CTS-209 16.5 5.0 1881 2058 20.2 2 42 39 17 9.40 229

CTS-211 18 5.5 2.74 11.4 24.5 13.1 CL 10.20

CTS-216 31.5 9.6 2111 2288 22.4 8.30 294

CTS-219 39 11.9 2 41 38 19 2.72 4.0 27.5 23.5 CL 11.21

CTS-226 3 0.9 10 75 13 2 2.61 1.80

CTS-228 8 2.4 0 3 66 31 2.54 23.6 55.1 31.5 CH 35.09

CTS-2291. 11.5 3.5 2060 2124 20.8 3.10 929

CTS-233 17 5.2 9.80

CTS-238 26.5 8.1 2044 2219 21.7 8.60 556

CTS-242 33 10.1 1 44 37 18 2.78 12.7 29.2 16.5 CL 9.78

CTS-245 41.5 12.7 2019 2246 22.0 11.20 364

CTS-248 47 14.3 0 41 39 20 2.68 10.4 30.1 19.7 CL 11.04

CTS-256 68 20.7 0 84 10 6 2.66 21.02

CTS-260 6.5 2.0 2.54

CTS-261 7.5 2.3 0 1 62 37 24.1 61.2 37.1 CH 34.06

CTS-263 12 3.7 15.33

CTS-265 16.5 5.0 2021 2239 21.9 10.80 269

CTS-272 27 8.2 0 45 37 18 2.74 12.5 28.6 16.1 CL 8.26

CTS-274 31.5 9.6 2119 2331 22.8 10.00 306

CTS-280 41.5 12.7 2076 2273 22.3 9.50 253

CTS-285 49 14.9 2.61

CTS-286 51.5 15.7 2 41 38 19 13.4 32.3 18.9 CL 11.94

CTS-289 56.5 17.2 2034 2261 22.2 11.20 320

CTS-325 3.5 1.1 24.82

CTS-327 7 2.1 0 2 27 71 2.47 25.2 93.2 68.0 CH 31.80

CTS-330 11 3.4 1 38 41 20 2.78 12.6 28.4 15.8 CL 9.92

CTS-332 19 5.8 0 63 30 7 6.15

CTS-338 34.5 10.5 8 65 19 8 2.68 NON-PLASTIC 7.05

CTS-346 2 0.6 7.32

CTS-349 8 2.4 0 1 67 32 2.47 21.9 55.8 33.9 CH 33.82

CTS-352 16.5 5.0 3 41 39 17 2.62 12.5 26.8 14.3 CL 12.26

CTS-353 18.5 5.6 1847 2057 20.2 11.40 159

CTS-360 36.5 11.1 1963 2161 21.2 10.10 239

CTS-363 47 14.3 2080 2282 22.4 557

CTS-364 48 14.6 1 42 39 18 12.7 29.7 17.0 CL 7.88

CTS-365 51.5 15.7 2.58

CTS-371 6.5 2.0 0 4 29 67 2.63 27.3 74.1 46.8 CH 27.38

CTS-372 9 2.7 33.74

CTS-374 15 4.6 2.59

CTS-375 17 5.2 2 44 35 19 2.79 13.1 29.2 16.1 CL 13.31

CTS-378 31 9.5 3 44 34 19 2.57 10.8 29.6 18.8 CL 10.97

Note 1. Unconfined compression strength testing results may be artificially high as a result ofsample drying.

Sp

ecif

ic G

ravi

ty

(fin

e M

ater

ial)

Atterberg Limits

Wat

er C

on

ten

t (%

)

Un

con

fin

ed

Co

mp

ress

ion

S

tren

gth

, qu

(kP

a)

M2112 - Fortune Minerals Limited Saskatchewan Metals Processing Plant (SMPP) project

Table C1 - Summary of Laboratory Test Results for Boreholes

Borehole No.

Sample I.D.

Depth

Dry

Den

sity

(kg

/m3 )

Bu

lk D

ensi

ty (

kg/m

3 )

Un

it W

eig

ht

(kN

/m3 ) Grain Size

M2112-20

M2112-21

M2112-12

M2112-13

M2112-14

M2112-15

M2112-19

M2112-16

(ft.) (m)Passing

#10 Sieve (%)

Passing #40 Sieve

(%)

Passing #200 Sieve

(%)

P.L. (%)

L.L. (%)

P.I. (%)

Classification of Fine-Grained Soil/ Fined-Grained Fraction of Coarse-Grained Soil (by Plasticity Chart)

ALO-101 1.5 0.5 - - 32.4 -

ALO-102 3.0 0.9 94.7 79.6 35.6 10.3 29.3 19.0 CL 12.3 2.0

ALO-103 4.5 1.4 - - - - - - - 11.2 -

ALO-104 6.0 1.8 - - - 12.80 26.50 13.7 CL 11.2 -

ALO-105 7.5 2.3 - - - - - - - 11.5 -

ALO-106 9.0 2.7 - - - - - - - 10.7 -

ALO-201 1.5 0.5 - - - - - - - 22.3 -

ALO-202 3.0 0.9 100.0 8.3 90.0 22.1 59.2 37.1 CH 22.9 19.8

ALO-203 4.5 1.4 - - - - - - - 29.9 -

ALO-204 6.0 1.8 - - - - - - - 33.5 -

ALO-205 7.5 2.3 - - - - - - - 32.2 -

ALO-206 9.0 2.7 - - - - - - - 32.6 -

CTS-518 1.0 0.3 - - - - - - - 8.1 -

CTS-519 4.0 1.2 94.8 79.9 35.8 11.9 28.7 16.8 CL 15.3 1.6

CTS-520 9.0 2.7 - - - 10.30 26.20 15.9 CL 12.1 -

CTS-521 10.0 3.0 - - - - - - - 12.1 -

CTS-522 1.5 0.5 99.8 96.1 65.6 19.7 35.6 15.9 CL 24.0 8.5

CTS-523 2.0 0.6 - - - - - - - 4.3 -

CTS-524 2.5 0.8 - - - - - - - 5.9 -

CTS-525 7.0 2.1 - - - 13.30 27.50 14.2 CL 13.6 -

CTS-526 1.0 0.3 - - - - - - - 21.8 -

CTS-527 4.0 1.2 99.9 99.1 95.7 26.2 50.9 24.7 CH 29.8 16.1

CTS-528 7.0 2.1 - - - - - - - 23.5 -

CTS-529 8.5 2.6 - - - - - - - 17.7 -

CTS-534 2.0 0.6 - - - - - - - 25.8 -

CTS-535 4.0 1.2 100.0 99.6 97.9 17.3 48.8 31.5 CL 11.8 17.8

CTS-536 7.0 2.1 - - - - - - - 8.9 -

CTS-537 11.0 3.4 - - - - - - - 10.5 -

CTS-548 2.0 0.6 - - - - - - - 3.3 -

CTS-549 4.0 1.2 91.5 77.5 59.0 15.7 48.3 32.6 CL 21.8 13.8

CTS-550 7.0 2.1 - - - - - - - 12.3 -

CTS-551 11.5 3.5 - - - - - - - 19.7 -

CTS-552 2.0 0.6 - - - - - - - 11.7 -

CTS-553 4.0 1.2 100.0 99.2 86.9 22.7 54.5 31.8 CH 17.4 18.9

CTS-554 8.5 2.6 - - - - - - - 29.9 -

M2112-23

M2112-22

Table C2 - Summary of Laboratory Test Results for Testpits

Test Pit No.

Sample I.D.

Depth

M2112-35

M2112-36

M2112-28

M2112-29

M2112-30

M2112-32

Grain Size Atterberg Limits

Wat

er C

on

ten

t (%

)

Gro

up

Ind

ex

M2112 - Fortune Minerals Limited Saskatchewan Metals Processing Plant (SMPP) project

Project: M2112

Location: Fortune Minerals Limited

Task 1 - Geotechnical Investigations - storage facilities

Date:

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g)

Dry sample + tare (g)

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt D l ( )

WATER CONTENTS

18-May-10

CTS-150 CTS-153 CTS-157 CTS-169 CTS-178 CTS-182

2.5' 6' 14.5' 38' 3' 12'

12 12 12 12 13 13

37.78 37.62 37.52 37.67 37.59 37.44

CC40 CC50 H1 CC41 CC24 BB18

92.89 93.79 93.58 94.23 91.39 103.27

95.48 100.90 101.00 100.64 100.19 109.72

4.70 12.66 13.24 11.33 16.36 9.80

55.11 56.17 56.06 56.56 53.8 65.83

13 13 14 14 14 14


CC18 PP12 CC49 CC47 PP30 CC7

14.5' 38' 4' 8' 18' 39'

101.67 104.4 94.92 93.28 107.29 103.6

37.41 37.77 37.7 37.52 37.85 37.71

58 26 60 13 44 84 41 93 63 01 59 25

95.67 97.9 82.54 79.45 100.86 96.96

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Comments:

58.26 60.13 44.84 41.93 63.01 59.25


10.30 10.81 27.61 32.98 10.20 11.21

3' 8' 17' 33' 47' 68'

15 15 15 15 15 15

37.49 37.76 37.73 37.49 37.64 37.71

AA04 AA23 CC35 CC14 PP18 CC15

156.55 169.52 89.16 191.02 248.03 192.56

158.69 215.75 94.2 206.04 271.25 225.11

1.80 35.09 9.80 9.78 11.04 21.02

119.06 131.76 51.43 153.53 210.39 154.85

Project: M2112



Date:

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Comments:

7.88 27.38 33.74 13.31 10.97

117.52 84.91 39.77 231.9 129.48

154.85 122.61 77.64 269.7 167.19

164.11 145.86 91.06 300.57 181.4

37.33 37.7 37.87 37.8 37.71

CC39 AA22 CC5 CC4 PP19

48' 5-6.5' 9' 17' 31'

20 21 21 21 21

CTS-364 CTS-371 CTS-372 CTS-375 CTS-378

9.92 6.15 7.05 7.32 33.82 12.26

205.6 65.84 90.34 66.5 205.06 205.62

243.27 104 127.89 104.08 242.59 243.22

263.67 108.05 134.26 108.95 311.95 268.43

37.67 38.16 37.55 37.58 37.53 37.6

CC3 CC11 PP23 BB21 PP37 CC29

11 19' 34.5' 2' 8' 15-16.5'

19 19 19 20 20 20


34.06 15.33 8.26 11.94 24.82 31.80

99.83 46.06 94.28 120.88 53.63 163.29

137.31 83.92 131.85 158.8 89.15 200.86

171.31 90.98 139.64 173.23 102.46 252.78

37.48 37.86 37.57 37.92 35.52 37.57

PP10 SOS AA05 PP8 AA17 PP29

WATER CONTENTS

18-May-10


7.5' 12' 27' 50-51.5' 3.5' 7'

16 16 16 16 19 19

Project: M2112



Date:

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Comments:

37.60

222.90

WATER CONTENTS

18-May-10

ALO-101

22

ALO-102

22

ALO-103

22

4.5

AA07

37.45

209.20

1.5

ZZ4

37.46

184.55

3

PP5

6 7.5

AA18

23

UFC

37.05

168.53

37.27

195.20

ALO-106

22

9

CC21

37.48

204.77

ALO-105

22

ALO-104

22

188.55

151.07

10.74

BB32

179.27 154.93

11.54

ALO-205

11.22

4.5

BB29

111.11

148.57

32.38

202.61 191.95

11.17

165.01 154.5 142 117.88

12.30

1.5

ALO-202

23

3

ALO-201

23

ALO-206

23

97.5

22.93

37.12

169.73

145.55

108.43

22.30

38.05

219.6

185.73

23

ALO-204

6

BB06

37.4

134.09

ALO-203

23

BB3 BB34 AA21

32.55

92.81 72.43 82.67 99.88

32.15

CTS-518

28

CTS-520

28

130.13

29.86

109.83

33.49

34.5

166.89

134.38

37.54

146.79

120.21

37.32

157.84

147.68

1

ZZ9

37.47

252.79

236.63

199.16

8.11

CTS-519

28

4

BB38

37.58

294.35

260.23

222.65

15.32

9

ZZ8

37.47

238.74

217.06

179.59

12.07

CTS-521

28

10

BB05

37.29

243.7

221.44

184.15

12.09 4.34

209.32

171.47

23.98

CTS-523

29

BB1

37.54

298.93

288.05

CTS-522

29

1.5

BB5

37.85

250.44

250.51

2

Project: M2112


Task 1 - Geotechnical Investigation - storage facilities

Date:

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Comments:

12.33 19.65 11.74 17.41 29.90

103.84 125.25 158.36 163.79 115.07

141.54 162.58 195.81 201.53 150.08

154.34 187.19 214.4 230.05 184.49

37.7 37.33 37.45 37.74 35.01

PP1 BB7 BB31 BB6 AA14

7 11.5 2 4 8.5

35 35 31 31 31

CTS-550 CTS-551 CTS-552 CTS-553 CTS-554

25.78 11.75 8.89 10.45 3.25 21.79

108.67 183.31 124.91 164.56 238.34 187.53

146.07 218.93 162.17 201.95 275.8 225.48

174.08 240.46 173.27 219.14 283.54 266.35

37.4 35.62 37.26 37.39 37.46 37.95

ZZ AA24 BB14 CC10 ZZ? BB2

2 4 7 11 2 4

32 32 32 32 35 35


5.93 13.56 21.84 29.83 23.46 17.69

197.06 127.1 133.62 201.78 136.29 162.16

234.22 164.21 171.19 239.64 173.94 199.64

245.91 181.45 200.37 299.83 205.91 228.32

37.16 37.11 37.57 37.86 37.65 37.48

BB37 BB26 BB41 ZZ5 BB23 BB36

WATER CONTENTS

18-May-10


2.5 7 1 4 7 8.5

29 29 30 30 30 30

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:

Mass of pycnometer empty & dry (g):

Mass of pycnometer with water (g):

Temperature (oC):

PRE-TEST SAMPLE INFORMATION:

Water Content (wet sample): Wet weight (g):

Tare #: Calc. Dry Weight (g):

Tare Mass (g):

Wet sample + tare (g):

Dry sample + tare (g):

Dry sample (g):

Water Content (%):

POST-TEST INFORMATION:

Mass of pycnometer, water, & sample (g):

Geotechnical Investigation

M2112 Fortune Minerals Limited

June 8/10CCB

CTS-150

6

20.3

49.59

725.16

80.62

0.84

LUV

134.6

134.15

53.53

SPECIFIC GRAVITY TEST (FINE MATERIAL)

195.33

693.77

50.01

Temperature (oC):

Mass of dry sample (g):

Specific gravity:

Comments:

2.72

20.1

49.59

Client: M2112 Fortune Minerals Limited

Project:

MDH#

Tech: DK

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




165.42

680.63

50.22

10-Jun-10

M2112


CTS-157 at 14.5'

4

21.2

50.22

711.29

Temperature (oC):


Specific gravity:

Comments:

2.55

20.2

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 8/10SH

CTS-169

2

20.4

49.60

744.63

37.00

1.00

CC43

120.44

119.61

82.61


215.39

713.75

50.10

Temperature (oC):


Specific gravity:

Comments:

2.65

20.4

49.60

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 8/10SH

CTS-178

6

20.3

48.75

724

37.73

2.80

PP19

149.33

146.29

108.56


195.33

693.77

50.12

Temperature (oC):


Specific gravity:

Comments:

2.63

20.2

48.75

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 8/10SH

CTS-182

8

21

49.88

703.16


173.23

672.04

49.88

Temperature (oC):


Specific gravity:

Comments:

2.65

20.4

49.88

Project:

Task1

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 1/10CCB

CTS-192 at 38'

5

20.7

49.64

730.83

37.67

0.98

CC40

86.29

85.82

48.15


201.05

698.97

50.12

Temperature (oC):


Specific gravity:

Comments:

2.78

20

49.64


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



M2112-14


CTS-205

C9A

21

50.13

701.48


172.56

671.08

50.13

28-May-10

Temperature (oC):


Specific gravity:

Comments:

2.53

20.6

50.13

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 8/10SH

CTS-211

3

19.6

49.78

746.98

37.78

0.92

CC45

121.45

120.69

82.91


217.58

715.45

50.24

Temperature (oC):


Specific gravity:

Comments:

2.74

20.2

49.78

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 8/10CCB

CTS-219

5

20.7

49.52

730.32

37.69

0.98

DP11

133.8

132.87

95.18


201.05

698.97

50.00

Temperature (oC):


Specific gravity:

Comments:

2.72

20.4

49.52


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



M2112-15


CTS-226 @ 3'

8

21

50.01

702.97


173.23

672.04

50.01

28-May-10

Temperature (oC):


Specific gravity:

Comments:

2.61

20.3

50.01


Project:

MDH#

Tech: DK

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




201.05

698.97

50.29

10-Jun-10

M2112


CTS-228 at 8'

5

20.7

50.29

729.49

Temperature (oC):


Specific gravity:

Comments:

2.54

20.1


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




215.37

713.26

47.48

28-May-10

M2112-15


CTS-242 @ 33'

2

19.7

47.48

743.58

Temperature (oC):


Specific gravity:

Comments:

47.48

2.78

20.6


Project:

MDH#

Tech: KS

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




165.42

680.63

50.00

31-May-10

M2112-15


CTS-248 @ 47'

4

21.2

49.35

711.66

42.63

1.32

T13

92.64

91.99

49.36

Temperature (oC):


Specific gravity:

Comments:

49.35

2.68

20.6

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



51.40


173.23

672.04

50.09



April 8/10DG

CTS-256

8

21

49.71

703.23

83.77

0.76

T1

135.56

135.17

Temperature (oC):


Specific gravity:

Comments:

49.71

2.66

19.6

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




165.42

680.63

50.00



June 11/10DK

CTS-260

4

21.2

50.00

711.02

Temperature (oC):


Specific gravity:

Comments:

50.00

2.54

20.3


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




217.58

715.45

50.01

25-May-10

M2112-16


CTS-272 @ 27'

3

19.6

50.01

747.18

Temperature (oC):


Specific gravity:

Comments:

50.01

2.74

20.1


Project:

MDH#

Tech: DK

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




188.24

686.87

50.60

10-Jun-10

M2112-16


CTS-285 at 49'

7

20.3

50.60

718.1

Temperature (oC):


Specific gravity:

Comments:

2.61

20.5


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




172.56

671.08

37.00

25-May-10

M2112-19


CTS-327 @ 7'

C9A

21

37.00

693.19

Temperature (oC):


Specific gravity:

Comments:

37.00

2.47

20.2


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




215.37

713.26

50.00

25-May-10

M2112-19


CTS-330 @ 11'

2

19.7

50.00

745.23

Temperature (oC):


Specific gravity:

Comments:

50.00

2.78

19.9


Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




195.33

693.77

28.95

28-May-10

M2112-15


CTS-338 @ 34.5'

6

20.3

28.95

711.87

Temperature (oC):


Specific gravity:

Comments:

28.95

2.68

20.7

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





June 16/10CM

CTS-349

C9A

21

33.58

690.93


172.56

671.08

33.58

Temperature (oC):


Specific gravity:

Comments:

2.47

22.3

Client: Fortune Minerals Limited

Project:

MDH#

Tech: CM

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




165.42

680.63

50.06

25-May-10

M2112-20


CTS-352 @ 15.5-16.5'

4

21.2

50.06

711.69

Temperature (oC):


Specific gravity:

Comments:

50.06

2.62

20.2


Project:

MDH#

Tech: JI/RG

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




173.23

672.04

50.00

15-Jun-10

M2112-20


CTS-365

8

21

49.55

702.45

47.76

0.91

T14

77.59

77.32

29.56

Temperature (oC):


Specific gravity:

Comments:

49.55

2.58

20.6

Project:

Task1

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



104.91


188.24

686.87

50.09



June 1/10CM

CTS-371 at 5'-6.5'

7

20.3

48.58

717.01

37.70

3.10

AA22

145.86

142.61

Temperature (oC):


Specific gravity:

Comments:

48.58

2.63

20


Project:

MDH#

Tech: MW

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



M2112-21


CTS-374 at 15-16.5'

C9A

21

49.54

701.51

50.58

1.10

8T9

60.68

60.57

9.99


172.56

671.08

50.09

9-Jul-10

Temperature (oC):


Specific gravity:

Comments:

2.59

20.6

49.54


Project:

MDH#

Tech: KS

Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



M2112-21


CTS-375 @ 17'

3

19.6

49.63

747.23

47.13

0.75

58

97.14

96.77

49.64


217.58

715.45

50.00

31-May-10

Temperature (oC):


Specific gravity:

Comments:

2.79

20.4

49.63

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):




173.23

672.04

50.15



June 11/10DK

CTS-378

8

21

50.15

702.73

Temperature (oC):


Specific gravity:

Comments:

50.15

2.57

20.4

PARTICLE-SIZE ANALYSIS REPORT(Test Reference: ASTM D 422)

Sieve Analysis Diameter

Sieve (mm) % Finer3" 76.2 1002" 50.8 1001" 25.4 100 CLIENT: Fortune Minerals Limited

3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 93 MDH Job No: M2112-12# 4 4.75 90 SAMPLE: CTS-150 at 2.5'# 10 2.00 85 DATE: 21-May-10# 20 0.850 78 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 59 % GRAVEL 10# 60 0.250 26 % SAND 75

# 100 0.150 19 % FINES (SILT, CLAY) 15# 200 0.075 15

Hydrometer Analysis 0.0714 14.20.0510 11.7

Dispersing agent: 0.0362 10.1 COMMENTS: Sodium Hexametaphosphate 0.0256 9.7

0.0182 8.9Dosage of dispersing agent: 0.0133 8.240 g/L 0.0094 6.7

0.0067 6.40.0047 5.20.0033 5.50.0024 5.50.0014 3.9

80

90

10010"6"2"1"3/4"3/8"#4#10#20#40#60#100#200U.S. Standard Sieve 3"

The testing services reported here have been performed in accordance with accepted local industry standards.

The results presented are for the sole use of the designated client only.

This report constitutes a testing service only. It does not represent any interpretation or opinion regarding specification compliance or material suitability.

Engineering interpretation will be provided by MDH Engineered Solutions Corp upon request.

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)


FINES (SILT, CLAY)SAND

CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS

Unified Soil Classification System




3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 100 MDH Job No: M2112-12# 4 4.75 100 SAMPLE: CTS-157 at 14.5'# 10 2.00 100 DATE: 21-May-10# 20 0.850 96 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 90 % GRAVEL# 60 0.250 82 % SAND 42

# 100 0.150 70 % FINES (SILT, CLAY) 58# 200 0.075 58




0.0063 24.30.0045 22.40.0032 20.60.0023 16.90.0014 15.1

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 99 MDH Job No: M2112-12# 4 4.75 98 SAMPLE: CTS-169# 10 2.00 95 DATE: 21-May-10# 20 0.850 92 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 86 % GRAVEL 2# 60 0.250 77 % SAND 42

# 100 0.150 67 % FINES (SILT, CLAY) 56# 200 0.075 56




0.0063 25.60.0044 23.80.0032 21.80.0023 18.30.0013 16.9

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 100 MDH Job No: M2112-13# 4 4.75 100 SAMPLE: CTS-178 at 3'# 10 2.00 100 DATE: 25-May-10# 20 0.850 99 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 97 % GRAVEL# 60 0.250 92 % SAND 18

# 100 0.150 87 % FINES (SILT, CLAY) 82# 200 0.075 82




0.0057 56.20.0041 52.40.0029 50.10.0021 46.50.0012 42.3

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 99 MDH Job No: M2112-13# 4 4.75 98 SAMPLE: CTS-182 at 12'# 10 2.00 97 DATE: 25-May-10# 20 0.850 91 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 85 % GRAVEL 2# 60 0.250 76 % SAND 44

# 100 0.150 65 % FINES (SILT, CLAY) 54# 200 0.075 54




0.0064 22.40.0046 20.50.0032 18.00.0023 17.20.0014 15.2

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 64 % FINES (SILT, CLAY) 54# 200 0.075 54




0.0064 23.30.0045 21.50.0032 20.70.0023 18.80.0014 16.2

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 100 MDH Job No: M2112-14# 4 4.75 100 SAMPLE: CTS-205 at 8'# 10 2.00 100 DATE: 25-May-10# 20 0.850 100 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 100 % GRAVEL# 60 0.250 100 % SAND

# 100 0.150 100 % FINES (SILT, CLAY) 100# 200 0.075 100




0.0060 42.60.0043 36.70.0031 31.00.0022 28.30.0013 23.7

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 99 MDH Job No: M2112-14# 4 4.75 98 SAMPLE: CTS-209# 10 2.00 95 DATE: 24-Jun-10# 20 0.850 91 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 84 % GRAVEL 2# 60 0.250 75 % SAND 42

# 100 0.150 67 % FINES (SILT, CLAY) 56# 200 0.075 56




0.0063 23.10.0044 21.00.0028 18.10.0022 17.30.0013 15.3

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 67 % FINES (SILT, CLAY) 57# 200 0.075 57




0.0062 26.90.0045 23.90.0032 22.80.0023 19.70.0013 18.5

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 19 % FINES (SILT, CLAY) 15# 200 0.075 15




0.0066 5.20.0047 4.80.0033 3.90.0024 3.1

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 100 MDH Job No: M2112-15# 4 4.75 100 SAMPLE: CTS-228# 10 2.00 100 DATE: 17-May-10# 20 0.850 100 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 99 % GRAVEL# 60 0.250 98 % SAND 3

# 100 0.150 98 % FINES (SILT, CLAY) 97# 200 0.075 97




0.0059 47.10.0042 41.20.0030 36.40.0022 31.4

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 67 % FINES (SILT, CLAY) 55# 200 0.075 55




0.0063 24.30.0045 21.20.0032 19.60.0023 18.80.0013 16.0

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 70 % FINES (SILT, CLAY) 59# 200 0.075 59




0.0063 26.60.0043 24.00.0031 22.30.0023 20.60.0013 17.5

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 38 % FINES (SILT, CLAY) 16# 200 0.075 16




0.0066 7.10.0047 6.80.0033 6.70.0024 5.9

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 100 MDH Job No: M2112-16# 4 4.75 100 SAMPLE: CTS-261 at 7.5'# 10 2.00 100 DATE: 17-May-10# 20 0.850 100 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 100 % GRAVEL# 60 0.250 100 % SAND 1

# 100 0.150 100 % FINES (SILT, CLAY) 99# 200 0.075 99




0.0057 56.90.0041 50.90.0029 43.80.0021 37.10.0013 30.8

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 68 % FINES (SILT, CLAY) 55# 200 0.075 55




0.0063 24.50.0045 22.20.0032 20.50.0023 18.40.0012 16.4

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 98 MDH Job No: M2112-16# 4 4.75 98 SAMPLE: CTS-286 at 50-51.5'# 10 2.00 97 DATE: 17-May-10# 20 0.850 93 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 87 % GRAVEL 2# 60 0.250 79 % SAND 41

# 100 0.150 69 % FINES (SILT, CLAY) 57# 200 0.075 57




0.0062 28.50.0044 25.90.0031 24.20.0022 20.10.0013 16.3

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 99 % FINES (SILT, CLAY) 98# 200 0.075 98




0.0052 81.40.0037 77.80.0027 73.50.0019 70.50.0011 66.2

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 70 % FINES (SILT, CLAY) 61# 200 0.075 61




0.0062 29.40.0044 26.10.0032 22.80.0022 20.6

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 61 % FINES (SILT, CLAY) 37# 200 0.075 37




0.0065 12.40.0046 11.20.0033 10.50.0023 8.30.0014 1.8

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 95 MDH Job No: M2112-19# 4 4.75 92 SAMPLE: CTS-338 at 34.5'# 10 2.00 88 DATE: 17-May-10# 20 0.850 80 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 69 % GRAVEL 8# 60 0.250 53 % SAND 65

# 100 0.150 36 % FINES (SILT, CLAY) 27# 200 0.075 27




0.0065 12.60.0046 11.70.0033 11.10.0023 8.40.0014 6.7

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 100 % FINES (SILT, CLAY) 99# 200 0.075 99




0.0058 48.10.0042 42.30.0030 38.10.0022 32.20.0013 27.5

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 98 PROJECT: Geotechnical Investigation3/8" 9.5 97 MDH Job No: M2112-20# 4 4.75 97 SAMPLE: CTS-352 at 15.5-16.5'# 10 2.00 96 DATE: 19-May-10# 20 0.850 93 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 87 % GRAVEL 3# 60 0.250 79 % SAND 41

# 100 0.150 69 % FINES (SILT, CLAY) 56# 200 0.075 56




0.0063 23.50.0045 20.30.0032 18.40.0023 16.90.0014 14.6

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 68 % FINES (SILT, CLAY) 57# 200 0.075 57




0.0063 25.90.0044 24.10.0032 21.10.0024 19.0

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS





3/4" 19.1 100 PROJECT: Geotechnical Investigation3/8" 9.5 100 MDH Job No: M2112-21# 4 4.75 100 SAMPLE: CTS-371 at 5-6.5'# 10 2.00 100 DATE: 17-May-10# 20 0.850 99 PARTICLE SIZE DISTRIBUTION SUMMARY# 40 0.425 99 % GRAVEL# 60 0.250 98 % SAND 4

# 100 0.150 97 % FINES (SILT, CLAY) 96# 200 0.075 96




0.0051 79.70.0037 74.90.0027 71.00.0019 66.6

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 65 % FINES (SILT, CLAY) 54# 200 0.075 54




0.0062 27.30.0044 25.40.0030 22.60.0022 19.30.0013 15.3

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS






# 100 0.150 63 % FINES (SILT, CLAY) 53# 200 0.075 53




0.0062 27.80.0044 25.60.0032 23.20.0023 19.80.0013 16.8

80

90






0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Per

cen

t F

iner

Th

an

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS


ATTERBERG LIMITS TEST REPORT(Test Reference: ASTM D 4318)


Project Geotechnical Investigation

MDH Job No: M2112-12

Technician: BP

Date:

Sample: CTS-157 (air-dried)

14.5'

Percentage of sample retained on 425-um (No. 40) sieve: NA

Plastic Limit Liquid Limit (method A)

# of Blows 47 28 16

Tare # 70A 52A Tare # MDH 36A A-9

Tare Wt, g 14.32 14.03 Tare Wt, g 14.63 14.57 13.19

Wet + Tare, g 20.44 19.85 Wet + tare, g 20.49 21.43 19.32

Dry + Tare, g 19.78 19.29 average Dry + tare, g 19.25 19.90 17.91

M% 12.1% 10.6% 11.4% Water content 26.8% 28.7% 29.9%

SUMMARY

Plastic Limit: 11.4%

Liquid Limit: 28.8%

Plasticity Index: 17.4%

Classification: CL

Natural Water Content: n/a

Comments: -





26/5/2010

26.0%

26.5%

27.0%

27.5%

28.0%

28.5%

29.0%

29.5%

30.0%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:


Task 1



# of Blows 15 23 47

Tare # 54A A17 Tare # A19 MSS MCA

Tare Wt, g 14.5 12.97 Tare Wt, g 13.42 14.68 14.67



M% 13.5% 13.5% 13.5% Water content 32.2% 31.3% 28.0%

SUMMARY


Liquid Limit: 30.5%


Classification: CL


Comments: -





31-May-2010

27%

28%

29%

30%

31%

32%

33%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:


Task 1



# of Blows 23 38 51

Tare # R2 29A Tare # A23 A31 55A

Tare Wt, g 14.18 14.46 Tare Wt, g 13.26 13.71 14.12



M% 16.0% 16.2% 16.1% Water content 56.8% 53.5% 52.8%

SUMMARY


Liquid Limit: 56.2%


Classification: CH


Comments: -





31-May-2010

52%

53%

54%

55%

56%

57%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:

Sample: CTS-182 at 12' (air-dried)



# of Blows 11 23 36

Tare # T7M A23 Tare # 55A C3 A21

Tare Wt, g 14.53 13.29 Tare Wt, g 14.15 14.11 13.22



M% 10.7% 11.7% 11.2% Water content 32.1% 29.9% 28.4%

SUMMARY


Liquid Limit: 29.6%


Classification: CL


Comments: -





4-Jun-2010

28%

29%

30%

31%

32%

33%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:

Sample: CTS-192 @ 38' (air-dried)



# of Blows 17 31 49

Tare # 68A PPE Tare # T-100 R2 16A

Tare Wt, g 14.35 14.21 Tare Wt, g 14.55 14.19 14.12



M% 12.3% 12.6% 12.5% Water content 28.8% 27.6% 26.4%

SUMMARY


Liquid Limit: 28.0%


Classification: CL


Comments: -





26-May-2010

26.0%

26.5%

27.0%

27.5%

28.0%

28.5%

29.0%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CM

Date:




# of Blows 10 22 42

Tare # 54A 55A Tare # 13A R2 63A

Tare Wt, g 14.51 14.12 Tare Wt, g 14.06 14.18 14.46



M% 24.9% 26.0% 25.4% Water content 58.1% 53.1% 51.3%

SUMMARY


Liquid Limit: 53.4%


Classification: CH


Comments: -





25-May-2010

51%

52%

53%

54%

55%

56%

57%

58%

59%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DK

Date:


Task 1



# of Blows 10 21 40

Tare # 47A 4J Tare # 55A A23 38A

Tare Wt, g 14.46 14.51 Tare Wt, g 14.12 13.26 14.57



M% 12.3% 10.6% 11.4% Water content 28.5% 24.5% 23.0%

SUMMARY


Liquid Limit: 24.5%


Classification: CL


Comments: -





31-May-2010

22%

23%

24%

25%

26%

27%

28%

29%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DK

Date:


Task 1



# of Blows 14 24 44

Tare # 47A TAK Tare # 38A 16A 4J

Tare Wt, g 14.46 14.29 Tare Wt, g 14.57 14.12 14.51



M% 4.1% 3.9% 4.0% Water content 30.8% 26.8% 25.5%

SUMMARY

Plastic Limit: 4.0%

Liquid Limit: 27.5%


Classification: CL


Comments: -





31-May-2010

25%

26%

27%

28%

29%

30%

31%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:


Task 1



# of Blows 16 25 36

Tare # A19 A26 Tare # 2S A21 B3

Tare Wt, g 13.41 12.72 Tare Wt, g 14.13 13.20 14.27



M% 23.4% 23.8% 23.6% Water content 57.6% 55.6% 52.7%

SUMMARY


Liquid Limit: 55.1%


Classification: CH


Comments: -





31-May-2010

52%

53%

54%

55%

56%

57%

58%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: BP

Date:




# of Blows 10 26 46

Tare # R2 47A Tare # 16A B-2 A-37

Tare Wt, g 14.19 14.49 Tare Wt, g 14.10 14.20 13.61



M% 12.8% 12.6% 12.7% Water content 32.0% 29.0% 27.5%

SUMMARY


Liquid Limit: 29.2%


Classification: CL


Comments: -





21-May-2010

27%

28%

29%

30%

31%

32%

33%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CCB

Date:




# of Blows 10 32 44

Tare # 17A 37A Tare # 63A 28A TAK

Tare Wt, g 14.63 14.11 Tare Wt, g 14.48 14.26 14.26



M% 10.6% 10.2% 10.4% Water content 34.3% 28.8% 27.5%

SUMMARY


Liquid Limit: 30.1%


Classification: CL


Comments: -





20-May-2010

27%

28%

29%

30%

31%

32%

33%

34%

35%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:


Task 1



# of Blows 19 28 38

Tare # 48A C3 Tare # 64A 27A A26

Tare Wt, g 14.13 14.14 Tare Wt, g 14.52 14.55 12.72



M% 24.5% 23.8% 24.1% Water content 62.9% 60.7% 58.4%

SUMMARY


Liquid Limit: 61.2%


Classification: CH


Comments: -





31-May-2010

58%

59%

60%

61%

62%

63%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:




# of Blows 17 25 38

Tare # B-6 MVP Tare # 55A IJ 63A

Tare Wt, g 14.53 14.53 Tare Wt, g 14.15 14.63 14.50



M% 12.4% 12.5% 12.5% Water content 30.2% 28.3% 26.8%

SUMMARY


Liquid Limit: 28.6%


Classification: CL


Comments: -





21-May-2010

26%

27%

28%

29%

30%

31%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: BP

Date:

Sample: CTS-286 at 50-51.5' (air-dried)



# of Blows 10 25 40

Tare # 38A 52A Tare # 70A 17A 16A

Tare Wt, g 14.58 14.03 Tare Wt, g 14.33 14.62 14.12



M% 13.5% 13.4% 13.4% Water content 35.9% 33.1% 29.9%

SUMMARY


Liquid Limit: 32.3%


Classification: CL


Comments: -





21-May-2010

29%

30%

31%

32%

33%

34%

35%

36%

37%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: BP

Date:


Task 1



# of Blows 21 39 51

Tare # 1A 27A Tare # T100 T9B C3

Tare Wt, g 14.29 14.36 Tare Wt, g 14.56 14.35 14.13



M% 25.2% 25.1% 25.2% Water content 93.8% 91.8% 91.2%

SUMMARY


Liquid Limit: 93.2%


Classification: CH


Comments: -





31-May-2010

91.0%

91.5%

92.0%

92.5%

93.0%

93.5%

94.0%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:




# of Blows 11 26 37

Tare # 69A B-6 Tare # 57A A31 B7

Tare Wt, g 14.37 14.52 Tare Wt, g 14.49 13.72 14.49



M% 12.7% 12.6% 12.6% Water content 32.0% 28.3% 26.8%

SUMMARY


Liquid Limit: 28.4%


Classification: CL


Comments: -





20-May-2010

26%

27%

28%

29%

30%

31%

32%

33%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:




# of Blows 11 21 49

Tare # 37A A37 Tare # OB1 4A 28A

Tare Wt, g 14.09 13.61 Tare Wt, g 13.90 14.40 14.26



M% 21.0% 22.7% 21.9% Water content 60.1% 57.6% 51.6%

SUMMARY


Liquid Limit: 55.8%


Classification: CH


Comments: -





21-May-2010

51%

53%

55%

57%

59%

61%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI/KS

Date:


Task 1



# of Blows 13 28 50

Tare # A17 A24 Tare # 1J C3 A39

Tare Wt, g 12.98 13.02 Tare Wt, g 14.62 14.13 13.78



M% 12.0% 12.9% 12.5% Water content 28.9% 26.8% 24.5%

SUMMARY


Liquid Limit: 26.8%


Classification: CL


Comments: -





31-May-2010

24%

25%

26%

27%

28%

29%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DK/JI

Date:




# of Blows 10 27 45

Tare # T7M B-2 Tare # 36A 4A 6A

Tare Wt, g 14.51 14.22 Tare Wt, g 14.56 14.38 14.25



M% 12.7% 12.7% 12.7% Water content 34.3% 28.9% 27.2%

SUMMARY


Liquid Limit: 29.7%


Classification: CL


Comments: -





21-May-2010

27%

28%

29%

30%

31%

32%

33%

34%

35%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:

Sample: CTS-371 at 5-6.5' (air-dried)



# of Blows 13 24 47

Tare # A18 68A Tare # 1A T7M A18

Tare Wt, g 13.51 14.36 Tare Wt, g 14.26 14.58 13.51



M% 27.0% 27.6% 27.3% Water content 78.1% 74.1% 70.6%

SUMMARY


Liquid Limit: 74.1%


Classification: CH


Comments: -





20-May-2010

70%

71%

72%

73%

74%

75%

76%

77%

78%

79%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: KS

Date:




# of Blows 14 22 37

Tare # A47 A37 Tare # T8A 39A 48A

Tare Wt, g 13.66 13.61 Tare Wt, g 14.43 14.37 14.12



M% 13.6% 12.6% 13.1% Water content 31.5% 29.1% 28.2%

SUMMARY


Liquid Limit: 29.2%


Classification: CL

20-May-2010

28.0%

28.5%

29.0%

29.5%

30.0%

30.5%

31.0%

31.5%

32.0%

Wat

er C

onte

nt (

%)

25 b

low

s


Comments: -





28.0%

28.5%

29.0%

29.5%

30.0%

30.5%

31.0%

31.5%

32.0%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

dex,

PI

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: BP

Date:


Task 1



# of Blows 13 34 51

Tare # 23A B6 Tare # OBI 68A 3J

Tare Wt, g 14.32 14.52 Tare Wt, g 13.91 14.37 14.51



M% 11.5% 10.0% 10.8% Water content 31.8% 28.5% 27.4%

SUMMARY


Liquid Limit: 29.6%


Classification: CL


Comments: -





31-May-2010

27%

28%

29%

30%

31%

32%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:

Sample: ALO-104 (air-dried)

Task 1



# of Blows 11 25 39

Tare # 47A MVP Tare # TLL T7M MDH

Tare Wt, g 14.5 14.56 Tare Wt, g 14.17 14.51 14.66



M% 13.1% 12.5% 12.8% Water content 28.9% 26.8% 25.0%

SUMMARY


Liquid Limit: 26.5%


Classification: CL


Comments: -





18-May-2010

24%

25%

26%

27%

28%

29%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:


Task 1



# of Blows 12 24 36

Tare # T9B B7 Tare # A47 54A PPE

Tare Wt, g 14.35 14.50 Tare Wt, g 13.69 14.52 14.25



M% 10.5% 10.2% 10.3% Water content 28.8% 26.3% 25.1%

SUMMARY


Liquid Limit: 26.2%


Classification: CL


Comments: -





21-May-2010

24%

25%

26%

27%

28%

29%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:


Task 1



# of Blows 10 24 36

Tare # MSS 68A Tare # MCA 65A T100

Tare Wt, g 14.67 14.37 Tare Wt, g 14.68 14.34 14.56



M% 13.4% 13.3% 13.3% Water content 31.0% 28.6% 25.4%

SUMMARY


Liquid Limit: 27.5%


Classification: CL


Comments: -





21-May-2010

25%

26%

27%

28%

29%

30%

31%

32%

10 100

Wat

er C

onte

nt (

%)

# of Blows

25 b

low

s

0%

10%

20%

30%

40%

50%

60%

70%

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%

Pla

stic

ity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML

Client:Fortune Minerals Ltd.

Group Index Results

Project #M2112 Geotechnical Investigation

HOLE NUMBER M2112-22 M2112-23 M2112-28 M2112-29 M2112-30 M2112-32 M2112-35 M2112-36DEPTH 3' 3' 4' 1.5' 4' 4' 4' 4'SAMPLE # ALO 102 ALO 202 CTS 519 CTS 522 CTS 527 CTS 535 CTS 549 CTS 553SAMPLE # ALO-102 ALO-202 CTS-519 CTS-522 CTS-527 CTS-535 CTS-549 CTS-553PLASTIC LIMIT 10.3 22.1 11.9 19.7 26.2 17.3 15.7 22.7LIQUID LIMIT 1 29.8 58.9 28.6 34.3 50.2 49.4 49.4 54.0LIQUID LIMIT 2 28.7 59.4 28.7 36.9 51.6 48.1 47.1 55.0LIQUID LIMIT AVG 29.3 59.2 28.7 35.6 50.9 48.8 48.3 54.5

PLASTIC INDEX 19.0 37.1 16.8 15.9 24.7 31.5 32.6 31.8GROUP INDEX 2.0 19.8 1.6 8.5 16.1 17.8 13.8 18.9UNIFIED CLASS CL CH CL CL CH CL CL CH2mm 94.7 100.0 94.8 99.8 99.9 100.0 91.5 100.0400mm 79 6 98 3 79 9 96 1 99 1 99 6 77 5 99 2400mm 79.6 98.3 79.9 96.1 99.1 99.6 77.5 99.271mm 35.6 90.0 35.8 65.6 95.7 97.9 59.0 86.9

UNCONFINED COMPRESSION TEST Report(Reference Standards: ASTM D2166)

Client: Fortune Minerals LimitedProject: M2112 - Geotechnical Investigation Date:Tested by: RG Checked by: DH

Sample: CTS-363

Specimen DataB71 Mass of test specimen, g = 1344.33

= 312.40 Wet density, kg/m3 = 2282= 292.92 = 2080= 92.09 = 2.70 (assumed)= 9.7% Degree of Saturation = 0.88

= 7.24 Stress = load/(corr. area) Consistency qu, kPa= 41.15 corr. Area = Ao/(1 - unit strain) Very soft 0-24

= 14.32 unit strain = L/Lo Soft 24-48= 589.16 Lo/Do = 1.98 Medium 48-96

strain rate = 0.89 %/min Stiff 96-192

Very stiff 192-383Unconfined Compressive Strength, qu = 577 kPa Hard >383

Elapsed Time (min)

Load-cell Dial Reading

Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 41.15 7.21.0 141 50 41.52 219.22.0 196 100 41.90 312.83.0 239 150 42.28 384.04.0 270 200 42.67 433.45.0 307 250 43.06 491.96.0 328 300 43.47 522.56.5 335 325 43.67 531.77.0 342 350 43.88 540.87.5 348 375 44.09 548.28.0 350 400 44.30 548.88.5 352 425 44.51 549.59.0 364 450 44.73 566.49.5 372 475 44.94 576.610.0 374 500 45.16 577.010.5 370 525 45.39 567.8

The testing services reported here have been performed in accordance with accepted local industry standardsThe results presented are for the sole use of the designated client onlyThis report constitutes a testing service only. It does not represent any interpretation or opinion regarding specification compliance or material suitabilityEngineering interpretation will be provided by MDH Engineered Solutions Corp upon request.

Tare No:

Weight of Specimen Dry + Tare, gWeight of Specimen Wet + Tare, g

Axial Load, kg

Water content, %

Initial Diameter, Do, cm

Initial Area, Ao, cm2

Initial Height, Lo, cm

Initial Volume, Vo, cm3

Specific Gravity Dry density, kg/m3

Weight of Tare, g

216.02

Unit Strain

188.56

3.0192.81133.64165.55

5.09

Total Strain,

mm0.001.272.543.82

6.36231.61236.80242.00246.45

262.78

247.93249.42258.32

265.75264.26

13.36

7.638.278.909.54

12.0812.72

11.4510.8110.18

post-test

5.77%6.22%6.66%7.11%

8.88%

08-Jun-10

9.33%

3.55%4.44%5.33%

7.55%8.00%8.44%

pre-test0.00%0.89%1.78%2.67%

0.0

100.0

200.0

300.0

400.0

500.0

600.0

700.0

0% 2% 4% 6% 8% 10%

com

pres

sive

str

ess,

kP

a

axial strain, %


Client: Fortune Minerals LimitedProject: M2112 - Geotechnical InvestigationDate:Tested by: RG Checked by: DH

Sample: CTS-156

Specimen DataM19 Mass of test specimen, g = 1379.44






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 35 0 41.38 7.10.5 140 25 41.57 190.91.0 345 50 41.75 547.41.5 466 75 41.94 755.02.0 500 100 42.13 810.32.5 503 125 42.32 811.83.0 510 150 42.51 820.13.5 496 175 42.71 792.60.00.00.00.00.00.00.00.0

The testing services reported here have been performed in accordance with accepted local industry standards.The results presented are for the sole use of the designated client only.This report constitutes a testing service only. It does not represent any interpretation or opinion regarding specification compliance or material suitability.Engineering interpretation will be provided by MDH Engineered Solutions Corp upon request.

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

350.36

Unit Strain

348.13

3.0180.94233.09322.90

2.54

Total Strain,

mm0.000.641.271.91

3.18355.55345.16

3.824.45

post-test

3.10%

08-Jun-10

1.77%2.21%2.66%

pre-test0.00%0.44%0.89%1.33%

0.0100.0200.0300.0400.0500.0600.0700.0800.0900.0

0.0% 0.5% 1.0% 1.5% 2.0% 2.5% 3.0% 3.5%

com

pres

sive

str

ess,

kP

a

axial strain, %


Client: Fortune Minerals LimitedProject: M2112 - Geotechnical InvestigationDate:Tested by: KS Checked by: DH

Sample: CTS-170

Specimen DataWOW Mass of test specimen, g = 1459






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 41.17 7.20.5 493 50 41.52 836.31.0 929 100 41.87 1587.31.5 1020 150 42.22 1730.70.00.00.00.00.00.00.00.00.00.00.00.0


Dry sample, sample did not fail - exceeded capacity for apparatus

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

Unit Strain3.01

354.07677.67745.21

Total Strain,

mm0.001.272.543.82

post-test

09-Jun-10

pre-test0.00%0.83%1.66%2.49%

0.0200.0400.0600.0800.0

1000.01200.01400.01600.01800.02000.0

0% 1% 1% 2% 2% 3% 3%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-187

Specimen DataH2 Mass of test specimen, g = 1328.29






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 19 0 39.98 7.41.0 136 50 40.34 218.42.0 207 100 40.70 343.43.0 273 150 41.08 457.24.0 331 200 41.46 554.95.0 395 250 41.84 661.16.0 441 300 42.24 734.27.0 473 350 42.64 781.97.5 480 375 42.84 790.08.0 489 400 43.05 801.58.5 505 425 43.26 824.59.0 505 450 43.47 820.69.5 520 475 43.68 841.610.0 528 500 43.89 850.710.5 520 525 44.11 833.411.0 507 550 44.33 807.9


pre-test0.00%0.89%1.78%2.68%

08-Jun-10

9.81%

3.57%4.46%5.35%

8.03%8.48%8.92%

post-test

6.25%6.69%7.14%7.58%

9.37%

7.638.909.5410.18

12.7213.36

12.0811.4510.81

13.99

316.22339.97345.16351.84

365.20

363.72363.72374.85

374.85380.79

282.08

Unit Strain

234.57

3.0189.85142.54191.53

5.09

Total Strain,

mm0.001.272.543.82

6.36

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0100.0200.0300.0400.0500.0600.0700.0800.0900.0

0% 2% 4% 6% 8% 10% 12%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-195

Specimen DataO6 Mass of test specimen, g = 443.75






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 27 0 22.81 12.90.5 169 50 23.16 459.11.0 450 100 23.51 1322.11.5 600 150 23.87 1759.22.0 525 200 24.25 1506.80.00.00.00.00.00.00.00.00.00.00.0


Very dry sample, too difficult and fragile to trim to a 2:1 ratio

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

Unit Strain

372.62

3.01108.40316.96428.29

5.09

Total Strain,

mm0.001.272.543.82

post-test

09-Jun-10

5.94%

pre-test0.00%1.48%2.97%4.45%

0.0200.0400.0600.0800.0

1000.01200.01400.01600.01800.02000.0

0% 1% 2% 3% 4% 5% 6% 7%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-200

Specimen DataBKG Mass of test specimen, g = 300.5






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 23 0 14.95 19.70.5 144 50 15.18 599.61.0 350 100 15.41 1563.51.5 534 150 15.65 2395.22.0 50 200 15.90 142.20.00.00.00.00.00.00.00.00.00.00.0


pre-test0.00%1.48%2.97%4.45%

09-Jun-10

5.94%

post-test

Unit Strain

23.05

3.0192.81245.71382.27

5.09

Total Strain,

mm0.001.272.543.82

Very dry sample, irregular in shape due to difficulty in trimming

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

500.0

1000.0

1500.0

2000.0

2500.0

3000.0

0% 1% 2% 3% 4% 5% 6% 7%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-209

Specimen DataTT4 Mass of test specimen, g = 636.37






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 21 0 27.98 10.50.5 47 25 28.14 77.71.0 91 50 28.31 190.41.5 105 75 28.47 225.12.0 107 100 28.64 228.92.5 106 125 28.81 225.03.0 100 150 28.98 208.60.00.00.00.00.00.00.00.00.0


pre-test0.00%0.58%1.15%1.73%

08-Jun-10

2.30%2.88%3.45%

post-test

3.8261.6466.09

Unit Strain

66.84

3.0122.3154.9665.35

2.54

Total Strain,

mm0.000.641.271.91

3.18

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

50.0

100.0

150.0

200.0

250.0

0% 1% 2% 3% 4%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-216

Specimen Data7A5 Mass of test specimen, g = 616.69






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 118 0 24.42 0.40.5 202 25 24.56 140.21.0 227 50 24.71 180.81.5 246 75 24.85 211.02.0 260 100 25.00 232.72.5 265 125 25.15 239.43.0 275 150 25.30 254.23.5 287 175 25.45 272.04.0 291 200 25.60 276.74.5 292 225 25.76 276.65.0 299 250 25.92 286.05.5 305 275 26.08 293.76.0 305 300 26.24 291.96.5 304 325 26.40 288.50.00.0


pre-test0.00%0.58%1.15%1.73%

08-Jun-10

2.30%2.88%3.46%

6.34%6.91%7.49%

post-test

4.03%4.61%5.19%5.76%

3.824.455.095.72

8.277.637.006.36

65.5770.5872.2572.6675.5878.0978.0977.67

61.40

Unit Strain

59.32

0.0935.1245.5553.48

2.54

Total Strain,

mm0.000.641.271.91

3.18

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

0% 2% 4% 6% 8%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-229







Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 40.44 7.30.5 124 25 40.66 193.41.0 350 50 40.89 594.61.5 541 75 41.12 929.52.0 515 100 41.35 878.52.5 300 125 41.58 497.20.00.00.00.00.00.00.00.00.00.0


Very dry - too brittle be trimmed to 2:1 - some remoulding necessary

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

210.82

Unit Strain

370.40

3.0180.20247.93389.69

2.54

Total Strain,

mm0.000.641.271.91

3.18

post-test

08-Jun-10

2.19%2.74%

pre-test0.00%0.55%1.09%1.64%

0.0

200.0

400.0

600.0

800.0

1000.0

1200.0

0% 1% 1% 2% 2% 3% 3%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-238

Specimen Data5H3 Mass of test specimen, g = 1244.17






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 39.21 7.51.0 100 50 39.57 154.62.0 176 100 39.92 291.83.0 219 150 40.29 366.84.0 248 200 40.66 415.45.0 269 250 41.04 448.86.0 284 300 41.42 471.07.0 303 350 41.82 499.68.0 316 400 42.22 517.39.0 330 450 42.63 536.29.5 335 475 42.83 542.110.0 335 500 43.04 539.510.5 342 525 43.25 548.711.0 348 550 43.47 556.011.5 348 575 43.68 553.312.0 348 600 43.90 550.5


pre-test0.00%0.89%1.78%2.67%

08-Jun-10

10.68%

3.56%4.45%5.34%

8.90%9.34%9.79%

post-test

6.23%7.12%8.01%8.45%

10.23%

7.638.9010.1811.45

13.9914.63

13.3612.7212.08

15.26

198.95213.05222.70233.09

246.45

236.80236.80242.00

246.45246.45

187.82

Unit Strain

172.23

3.0162.38118.79150.71

5.09

Total Strain,

mm0.001.272.543.82

6.36

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

100.0

200.0

300.0

400.0

500.0

600.0

0% 2% 4% 6% 8% 10% 12%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-245

Specimen DataPP19 Mass of test specimen, g = 1365.66






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 19 0 40.89 7.22.0 117 100 41.60 178.54.0 158 200 42.34 245.96.0 197 300 43.11 307.47.0 208 350 43.50 323.08.0 217 400 43.90 335.09.0 225 450 44.30 345.110.0 228 500 44.72 346.811.0 231 550 45.14 348.412.0 241 600 45.57 361.013.0 245 650 46.01 363.914.0 247 700 46.46 363.615.0 248 750 46.91 361.615.5 250 775 47.14 362.916.0 250 800 47.38 361.116.5 248 825 47.61 356.3


Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

149.96

Unit Strain

143.28

3.0175.74106.17135.12

8.90

Total Strain,

mm0.002.545.097.63

10.18155.90158.13160.35167.78

172.97

170.75172.23172.97

174.46174.46

20.99

11.4512.7213.9915.26

19.7220.35

19.0817.8116.54

post-test

8.55%9.41%10.26%11.12%

13.69%

08-Jun-10

14.11%

5.99%6.84%7.70%

11.97%12.83%13.26%

pre-test0.00%1.71%3.42%5.13%

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

0% 2% 4% 6% 8% 10% 12% 14% 16%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-265

Specimen DataMEL Mass of test specimen, g = 1281.08






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 21 0 40.47 7.31.0 87 50 40.84 124.92.0 119 100 41.21 180.23.0 134 150 41.59 204.84.0 152 200 41.98 234.24.5 157 225 42.18 241.75.0 161 250 42.38 247.45.5 162 275 42.58 248.06.0 167 300 42.78 255.36.5 170 325 42.98 259.27.0 174 350 43.19 264.77.5 177 375 43.40 268.48.0 178 400 43.61 268.88.5 178 425 43.82 267.59.0 179 450 44.03 267.99.5 178 475 44.25 264.9


pre-test0.00%0.90%1.80%2.70%

08-Jun-10

8.55%

3.60%4.05%4.50%

6.75%7.20%7.65%

post-test

4.95%5.40%5.85%6.30%

8.10%

6.367.007.638.27

10.8111.45

10.189.548.90

12.08

106.92107.66111.37113.60

119.53

116.56118.79119.53

120.28119.53

103.95

Unit Strain

100.24

3.0151.9975.7486.88

5.09

Total Strain,

mm0.001.272.543.82

5.72

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0% 1% 2% 3% 4% 5% 6% 7% 8% 9%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-274







Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 19 0 28.56 10.31.0 63 50 28.87 121.22.0 83 100 29.18 169.73.0 97 150 29.50 202.44.0 105 200 29.83 219.75.0 115 250 30.17 241.46.0 127 300 30.51 267.37.0 134 350 30.86 280.78.0 140 400 31.23 291.58.5 142 425 31.41 294.49.0 145 450 31.59 299.69.5 147 475 31.78 302.410.0 148 500 31.97 302.910.5 150 525 32.16 305.611.0 150 550 32.36 303.811.5 150 575 32.56 301.9


pre-test0.00%1.07%2.14%3.20%

09-Jun-10

12.29%

4.27%5.34%6.41%

10.15%10.68%11.22%

post-test

7.48%8.55%9.08%9.61%

11.75%

7.638.9010.1810.81

13.3613.99

12.7212.0811.45

14.63

83.1788.3692.8194.30

100.24

96.5398.0198.75

100.24100.24

74.26

Unit Strain

66.84

3.0135.6650.5160.90

5.09

Total Strain,

mm0.001.272.543.82

6.36

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

0% 2% 4% 6% 8% 10% 12% 14%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-280

Specimen Data7A5 Mass of test specimen, g = 984.62






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 33.25 8.90.5 73 25 33.41 124.31.0 91 50 33.57 162.71.5 103 75 33.74 187.82.0 110 100 33.91 201.92.5 117 125 34.08 215.83.0 121 150 34.25 223.33.5 124 175 34.42 228.54.0 127 200 34.60 233.64.5 132 225 34.77 242.95.0 136 250 34.95 250.05.5 135 275 35.13 246.66.0 136 300 35.31 247.46.5 139 325 35.50 252.37.0 140 350 35.69 253.07.5 135 375 35.87 241.6


pre-test0.00%0.49%0.98%1.46%

08-Jun-10

7.32%

1.95%2.44%2.93%

5.37%5.86%6.35%

post-test

3.42%3.91%4.39%4.88%

6.83%

3.824.455.095.72

8.278.90

7.637.006.36

9.54

77.9780.2082.4286.13

88.36

89.1088.3689.10

92.0791.33

75.00

Unit Strain

69.81

3.0142.3455.7064.61

2.54

Total Strain,

mm0.000.641.271.91

3.18

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0% 2% 4% 6% 8%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-289

Specimen DataK12 Mass of test specimen, g = 1417.25






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 41.72 7.11.0 77 50 42.08 105.62.0 100 100 42.44 144.23.0 127 150 42.81 188.84.0 144 200 43.18 215.85.0 159 250 43.56 239.06.0 168 300 43.95 251.87.0 181 350 44.35 270.98.0 190 400 44.75 283.19.0 196 450 45.16 290.210.0 205 500 45.58 301.910.5 206 525 45.79 302.111.0 206 550 46.00 300.711.5 213 575 46.22 310.312.0 220 600 46.44 319.812.5 215 625 46.66 310.5


Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

106.17

Unit Strain

95.04

3.0145.3162.3882.42

5.09

Total Strain,

mm0.001.272.543.82

6.36112.85122.50129.18133.64

147.74

140.31141.06141.06

151.45146.25

15.90

7.638.9010.1811.45

14.6315.26

13.9913.3612.72

post-test

5.93%6.77%7.62%8.47%

10.16%

08-Jun-10

10.58%

3.39%4.23%5.08%

8.89%9.31%9.74%

pre-test0.00%0.85%1.69%2.54%

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

0% 2% 4% 6% 8% 10% 12%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-353

Specimen DataT1 Mass of test specimen, g = 1188.89






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 20 0 40.75 7.20.5 52 25 40.94 64.11.0 69 50 41.12 93.91.5 79 75 41.31 111.12.0 85 100 41.50 121.12.5 90 125 41.69 129.33.0 94 150 41.88 135.73.5 96 175 42.07 138.54.0 99 200 42.27 143.04.5 105 225 42.47 152.65.0 109 250 42.66 158.75.5 109 275 42.87 158.06.0 109 300 43.07 157.30.00.00.0


pre-test0.00%0.45%0.90%1.35%

09-Jun-10

1.79%2.24%2.69%

4.93%5.38%

post-test

3.14%3.59%4.04%4.48%

3.824.455.095.72

7.637.006.36

57.9359.4261.6466.0969.0669.0669.06

54.96

Unit Strain

51.25

3.0126.7639.3846.80

2.54

Total Strain,

mm0.000.641.271.91

3.18

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.020.040.060.080.0

100.0120.0140.0160.0180.0

0% 1% 2% 3% 4% 5% 6%

com

pres

sive

str

ess,

kP

a

axial strain, %



Sample: CTS-360

Specimen DataR5R Mass of test specimen, g = 1292.36






Elapsed Time (min)


Strain Dial

Corrected

Area, cm2Stress,

kPa0.0 117 0 40.82 0.21.0 257 50 41.17 139.31.5 277 75 41.36 158.52.0 294 100 41.54 174.52.5 317 125 41.72 196.33.0 333 150 41.91 211.03.5 340 175 42.10 216.94.0 349 200 42.28 224.64.5 352 225 42.48 226.55.0 363 250 42.67 236.05.5 363 275 42.86 235.06.0 365 300 43.06 235.86.5 370 325 43.26 239.47.0 364 350 43.46 232.77.5 363 375 43.66 230.78.0 363 400 43.86 229.6


pre-test0.00%0.87%1.30%1.74%

08-Jun-10

6.94%

2.17%2.60%3.04%

5.21%5.64%6.08%

post-test

3.47%3.91%4.34%4.77%

6.51%

4.455.095.726.36

8.909.54

8.277.637.00

10.18

93.1096.8698.11102.70

102.70

102.70103.53105.61

102.70103.11

90.18

Unit Strain

83.51

0.0958.4866.8273.92

3.18

Total Strain,

mm0.001.271.912.54

3.82

Tare No:


Axial Load, kg

Water content, %






Weight of Tare, g

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0% 2% 4% 6% 8%

com

pres

sive

str

ess,

kP

a

axial strain, %

75

100

125

150

175

200

ar Stren

gth, kPaFortune Minerals Limited

M2112‐14CTS‐216 @ 31.5'

Peak

Residual

Linear (Peak)

33o

= 13 + n tan 34˚

= n tan 33˚

0

25

50

0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400

Shea

Normal Stress, kPa

(Peak)Linear (Residual)

75

100

125

150

ar Stren

gth, kPa

Fortune Minerals LimitedM2112‐21

CTS‐374 @ 15'‐16.5'

0

25

50

0 25 50 75 100 125 150 175 200 225 250 275 300

She

Normal Stress, kPa

Peak

Residual26o

Project No: M 2112-21 Project Name Fortune Minerals LimitedDate: Tech: THSample No: CTS-374 Checked by: JGTest Procedure: Trimmed from shelby specimenMethod of testing: Method B Condition of test: inundated

Input: Calculations:Diameter of ring: 51.14 mm Cross-sectional area: 20.54 cm2 2.1E-03 m2

Height of sample: 20.14 mm Volume of solids: 24.84 cc 2.5E-05 m3

Specific gravity: 2.59 (actual) Total volume: 41.37 cc (prior to loading)Initial wet sample mass: 77.49 g Volume of voids: 16.53 cc (prior to loading)Initial water content: 11.9 % Initial void ratio: 0.67 (prior to loading)Initial LVDT reading: 7.6120 mm Dry mass of solids: 64.34 gFinal dry mass of sample: 64.34 g Initial wet density: 1873 kg/m3 (prior to loading)Mechanical Advantage: 11.00 Initial dry density: 1555 kg/m3 (prior to loading)Deviation intervals 0.0010 mm Initial LVDT reading: 7.61 mm

Load

ing

Incr

emen

t

Pre

ssur

e (k

Pa)

R1

00

(mm

)

Unc

orre

cted

S

ampl

e H

eigh

t (m

m)

Equ

ipm

ent

Com

pres

sibi

lity

(mm

)

Cor

rect

ed S

ampl

e H

eigh

t (m

m)

Vol

ume

of

Sam

ple

(cc)

Vol

ume

of V

oids

(c

c)

Voi

d R

atio

Ave

rage

Voi

d R

atio

R5

0

(mm

)

Cor

rect

ed S

ampl

e H

eigh

t at

R5

0

(mm

)

HD

50

(mm

)

time5

0 (s

ec)

Coe

ffic

ient

of

Con

solid

atio

n c

v

(cm

2/s

)

coef

ficie

nt o

f co

mpr

essi

bilit

y a

v

(per

kP

a)

swelling 42.6 0 0.671 68.9 7.4883 20.0163 0.0020 20.0183 41.12 16.28 0.66 0.66 7.54 20.07 10.04 1200 1.65E-042 121.4 7.1210 19.6490 0.0200 19.6690 40.40 15.56 0.63 0.64 7.26 19.81 9.90 360 5.37E-04 5.50E-043 226.5 6.5410 19.0690 0.0440 19.1130 39.26 14.42 0.58 0.60 6.73 19.30 9.65 492 3.73E-04 4.38E-044 436.5 5.8290 18.3570 0.0800 18.4370 37.87 13.03 0.52 0.55 6.07 18.68 9.34 960 1.79E-04 2.66E-045 856.7 5.0610 17.5890 0.1180 17.7070 36.37 11.53 0.46 0.49 5.36 18.00 9.00 1500 1.06E-04 1.44E-046 1697.3 4.3750 16.9030 0.1620 17.0650 35.05 10.21 0.41 0.44 4.67 17.36 8.68 1260 1.18E-04 6.32E-057 3378.4 3.6640 16.1920 0.2180 16.4100 33.71 8.87 0.36 0.38 3.97 16.71 8.36 1260 1.09E-04 3.22E-058 6795.2 3.0250 15.5530 0.2860 15.8390 32.53 7.69 0.31 0.33 3.30 16.11 8.06 1080 1.18E-04 1.38E-059 1697.3 3.2700 15.7980 0.1880 15.9860 32.84 7.99 0.32 0.3210 436.5 3.7500 16.2780 0.1240 16.4020 33.69 8.85 0.36 0.3411 121.4 4.3100 16.8380 0.0600 16.8980 34.71 9.87 0.40 0.3812 42.6 4.6900 17.2180 0.0220 17.2400 35.41 10.57 0.43 0.41

At End of Primary Consolidation Coefficient of Consolidation

One-Dimensional Consolidation Test - ASTM D 2435

04-Jun-10

Project No: M 2112-21 Project Name Fortune Minerals LimitedDate: 04-Jun-10 Tech: THSample No: CTS-374 Checked by: JGTest Procedure: Trimmed from shelby specimenMethod of testing: Method B Condition of test: inundated


0.25

0.35

0.45

0.55

0.65

0.75

1E-05 1E-04 1E-03 1E-02Coefficient of Consolidation (cm2/sec)

0.25

0.35

0.45

0.55

0.65

0.75

0.1 1 10 100 1000 10000

Voi

d R

atio

Effective Stress (kPa)

po = ~ 90 kPa

Project No: M2112-21 Project Name Fortune Minerals LimitedDate: Tech: THSample No: CTS-377 Checked by: JGTest Procedure: Trimmed from shelby specimenMethod of testing: Method B Condition of test: inundated

Input: Calculations:Diameter of ring: 63.45 mm Cross-sectional area: 31.62 cm2 3.2E-03 m2

Height of sample: 12.52 mm Volume of solids: 28.50 cc 2.9E-05 m3

Specific gravity: 2.66 (actual) Total volume: 39.59 cc (prior to loading)Initial wet sample mass: 83.23 g Volume of voids: 11.09 cc (prior to loading)Initial water content: 9.8 % Initial void ratio: 0.39 (prior to loading)Initial LVDT reading: 6.1880 mm Dry mass of solids: 75.81 gFinal dry mass of sample: 75.81 g Initial wet density: 2102 kg/m3 (prior to loading)Mechanical Advantage: 1.00 Initial dry density: 1915 kg/m3 (prior to loading)Deviation intervals 0.0010 mm Initial LVDT reading: 6.19 mm

Load

ing

Incr

emen

t

Pre

ssur

e (k

Pa)

R1

00

(mm

)

Unc

orre

cted

S

ampl

e H

eigh

t (m

m)

Equ

ipm

ent

Com

pres

sibi

lity

(mm

)

Cor

rect

ed S

ampl

e H

eigh

t (m

m)

Vol

ume

of

Sam

ple

(cc)

Vol

ume

of V

oids

(c

c)

Voi

d R

atio

Ave

rage

Voi

d R

atio

R5

0

(mm

)

Cor

rect

ed S

ampl

e H

eigh

t at

R5

0

(mm

)

HD

50

(mm

)

time5

0 (s

ec)

Coe

ffic

ient

of

Con

solid

atio

n c

v

(cm

2/s

)

coef

ficie

nt o

f co

mpr

essi

bilit

y a

v

(per

kP

a)

swelling 22.0 0.391 23.4 6.1860 12.5180 0.0020 12.5200 39.59 11.09 0.39 0.39 6.19 12.52 6.26 2640 2.92E-052 26.2 6.1820 12.5140 0.0020 12.5160 39.57 11.07 0.39 0.39 6.18 12.52 6.26 21300 3.62E-06 1.57E-043 31.9 6.1680 12.5000 0.0040 12.5040 39.54 11.04 0.39 0.39 6.17 12.51 6.26 6600 1.17E-05 2.36E-044 43.2 6.1400 12.4720 0.0140 12.4860 39.48 10.98 0.39 0.39 6.15 12.50 6.25 780 9.86E-05 1.77E-045 54.4 6.1096 12.4416 0.0200 12.4616 39.40 10.90 0.38 0.38 6.11 12.46 6.23 480 1.59E-04 2.40E-046 77.0 6.0435 12.3755 0.0280 12.4035 39.22 10.72 0.38 0.38 6.07 12.43 6.21 1140 6.67E-05 2.86E-047 122.1 5.9285 12.2605 0.0420 12.3025 38.90 10.40 0.36 0.37 5.97 12.35 6.17 342 2.19E-04 2.48E-048 212.4 5.7300 12.0620 0.0580 12.1200 38.32 9.82 0.34 0.35 5.79 12.18 6.09 366 2.00E-04 2.24E-049 392.9 5.4830 11.8150 0.0760 11.8910 37.60 9.10 0.32 0.33 5.56 11.97 5.98 336 2.10E-04 1.41E-0410 753.9 5.1430 11.4750 0.0980 11.5730 36.59 8.09 0.28 0.30 5.23 11.66 5.83 366 1.83E-04 9.77E-0511 1476.0 4.8230 11.1550 0.1280 11.2830 35.68 7.18 0.25 0.27 4.92 11.38 5.69 660 9.66E-05 4.46E-0512 2920.0 4.4700 10.8020 0.1780 10.9800 34.72 6.22 0.22 0.23 4.59 11.10 5.55 540 1.12E-04 2.33E-0513 4512.8 4.3225 10.6545 0.2000 10.8545 34.32 5.82 0.20 0.21 4.38 10.91 5.46 570 1.03E-04 8.74E-0614 1476.0 4.3800 10.7120 0.1600 10.8720 34.38 5.88 0.21 0.2115 392.9 4.4750 10.8070 0.1220 10.9290 34.56 6.06 0.21 0.2116 122.7 4.6100 10.9420 0.0880 11.0300 34.88 6.38 0.22 0.2217 43.9 4.7300 11.0620 0.0740 11.1360 35.21 6.71 0.24 0.2318 24.2 4.8070 11.1390 0.0600 11.1990 35.41 6.91 0.24 0.24

At End of Primary Consolidation Coefficient of Consolidation


15-Jun-10

Project No: M2112-21 Project Name Fortune Minerals LimitedDate: 15-Jun-10 Tech: THSample No: CTS-377 Checked by: JGTest Procedure: Trimmed from shelby specimenMethod of testing: Method B Condition of test: inundated


0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

1E-06 1E-05 1E-04 1E-03Coefficient of Consolidation (cm2/sec)

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.1 1 10 100 1000 10000

Voi

d R

atio

Effective Stress (kPa)

po = ~ 100 kPa

THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN AUTHORITY OF THE LABORATORY.ALL SAMPLES WILL BE DISPOSED OF AFTER 30 DAYS FOLLOWING ANALYSIS. PLEASE CONTACT THE LAB IF YOUREQUIRE ADDITIONAL SAMPLE STORAGE TIME.

____________________________________________

Brian MorganAccount Manager

M2112NOT SUBMITTED

Comments:

Job Reference: Project P.O. #:

Other Information:

Legal Site Desc: C062670CofC Numbers:

#819-58th St E., Saskatoon, SK S7K 6X5Phone: +1 306 668 8370 Fax: +1 306 668 8383 www.alsglobal.com

A Campbell Brothers Limited Company

07-JUN-10Lab Work Order #: L894454 Date Received:

MDH ENGINEERED SOLUTIONS CORP.

232 111 RESEARCH DRIVE

SASKATOON SK S7N 3R2

ATTN: CHRISTPHER SONNTAG FINAL 09-JUN-10 15:04 (MT)Report Date:

Version:

Certificate of Analysis

ALS LABORATORY GROUP ANALYTICAL REPORT

L894454 CONTD....

2PAGE

Result D.L. Units Extracted AnalyzedSample Details/Parameters

of

M2112

Qualifier* Batch

* Refer to Referenced Information for Qualifiers (if any) and Methodology.

6

L894454-1

L894454-2

L894454-3

CTS - 153

CTS - 183

CTS - 203

NOT PROVIDED on 07-JUN-10



Sampled By:

Sampled By:

Sampled By:

SOIL

SOIL

SOIL

Detailed Salinity

Detailed Salinity

Detailed Salinity

Chloride (Cl)

Calcium (Ca)Potassium (K)Magnesium (Mg)Sodium (Na)SARSulfur (as SO4)

% SaturationpH in Saturated PasteConductivity Sat. Paste

Chloride (Cl)



Chloride (Cl)



mg/L

mg/Lmg/Lmg/Lmg/LSARmg/L

%pH

dS m-1

mg/L


%pH

dS m-1

mg/L


%pH

dS m-1

09-JUN-10

08-JUN-1008-JUN-1008-JUN-1008-JUN-1008-JUN-1008-JUN-10

08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

14.4

39.211.713.26.40.2317.9

35.57.770.34

13.8

628363541301.032940

37.17.624.14

<3.0

15.55.124.211.40.4212.7

1108.040.30

Chloride (Cl) (Saturated Paste)

SAR, Cations and SO4 in saturated soil

Saturated Paste pH and EC







3.0

1.02.01.04.00.106.0

1.00.100.10

3.0

5.0105.020

0.1030

1.00.100.10

3.0

1.02.01.04.00.106.0

1.00.100.10

Matrix:

Matrix:

Matrix:

DLA

DLA

DLA

DLA

DLA

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487


L894454 CONTD....

3PAGE


of

M2112

Qualifier* Batch


6

L894454-4

L894454-5

L894454-6

CTS - 233

CTS - 263

CTS - 325




Sampled By:

Sampled By:

Sampled By:

SOIL

SOIL

SOIL

Detailed Salinity

Detailed Salinity

Detailed Salinity

Chloride (Cl)



Chloride (Cl)



Chloride (Cl)



mg/L


%pH

dS m-1

mg/L


%pH

dS m-1

mg/L


%pH

dS m-1

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

59.9

57.411.919.515.80.4656.5

36.68.070.54

14.4

69.610.232.726.50.6682.2

42.08.000.76

24.2

538277564723.084990

30.68.036.67










3.0

1.02.01.04.00.106.0

1.00.100.10

3.0

1.02.01.04.00.106.0

1.00.100.10

3.0

5.0105.020

0.1030

1.00.100.10

Matrix:

Matrix:

Matrix:

DLA

DLA

DLA

DLA

DLA

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487


L894454 CONTD....

4PAGE


of

M2112

Qualifier* Batch


6

L894454-7

L894454-8

CTS - 346

CTS - 372



Sampled By:

Sampled By:

SOIL

SOIL

Detailed Salinity

Detailed Salinity

Chloride (Cl)



Chloride (Cl)



mg/L


%pH

dS m-1

mg/L


%pH

dS m-1

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

09-JUN-10


08-JUN-1008-JUN-1008-JUN-10

11.2

65.716.021.611.20.3157.0

30.96.740.52

5.6

60.311.954.027.50.6254.3

76.58.020.89







3.0

1.02.01.04.00.106.0

1.00.100.10

3.0

1.02.01.04.00.106.0

1.00.100.10

Matrix:

Matrix:

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487

R1272145

R1271525R1271525R1271525R1271525R1271525R1271525

R1271487R1271487R1271487

CL-SAR-SK

SAR-CALC-SO4-SK

SAT/PH/EC-SK

Reference Information




L894454 CONTD....

5PAGE of

M2112

Deionized water is added to the soil until the soil is saturated, but not over saturated (ie. no free standing water). The paste is allowed to stand overnightor a minimum of four hours.Chloride in the extract is determined colorimetrically at 660 nm by complexation with mercury (II) thiocynate. In the colorimetric method, chloride (Cl-) displaces thiocyanate which, in the presence of ferric iron, forms a highly colored ferric thiocyanate complex.

ReferenceGreenberg, Arnold E., Cleseri, Lenore S., Eaton, Andrew D., Standard Methods For The Examination of Water and Wastewater, 18th Edition, 1992, Method 4500Cl-E.

Deionized water is added to the soil until the soil is saturated, but not over saturated (ie. no free standing water). The paste is allowed to stand overnightor a minimum of four hours.After equilibration, an extract is obtained by vacuum filtration. Individual cations in the extract are determined by ICP-OES. Reported results for sulfate may be slightly elevated on highly organic samples.

Reference:Carter, Martin R., Soil Sampling and Methods of Analysis, Can Soc. Soil Sci. p.162-164.

Deionized water is added to the soil until the soil is saturated, but not over saturated (ie. no free standing water). The paste is allowed to stand overnightor a minimum of four hours.pH of the soil paste is then measured using a pH meter.After equilibration, an extract is obtained by vacuum filtration. Conductivity of the extract is measured by a conductivity meter.

Conductivity Reference:Carter, Martin R., Soil Sampling and Methods of Analysis, Can Soc. Soil Sci. method 18.3.1

pH Reference:References: McKeague, J.A. 1978. pH of a Saturated Soil Paste method 3.14 In: Soil Sampling and Methods of Analysis. Can. Soc. Soil Sci. p. 68

Conductivity Reference:Carter, Martin R., Soil Sampling and Methods of Analysis, Can Soc. Soil Sci. method 18.3.1

ALS Test Code Test Description

Soil

Soil

Soil

DLA Detection Limit Adjusted For required dilution

Sample Parameter Qualifier Key:

APHA 4500 Cl E-Colorimetry

APHA 3120B

CSSS(1978)3.14, 3.21

Method Reference**

** ALS test methods may incorporate modifications from specified reference methods to improve performance.

Description Qualifier

Matrix

The last two letters of the above test code(s) indicate the laboratory that performed analytical analysis for that test. Refer to the list below:

Laboratory Definition Code Laboratory Location

SK ALS LABORATORY GROUP - SASKATOON, SASKATCHEWAN, CANADA

Applies to Sample Number(s)Parameter Qualifier

L894454-1, -2, -3, -4, -5, -6, -7, -8L894454-1, -2, -3, -4, -5, -6, -7, -8L894454-1, -2, -3, -4, -5, -6, -7, -8L894454-1, -2, -3, -4, -5, -6, -7, -8L894454-1, -2, -3, -4, -5, -6, -7, -8

Calcium (Ca)Magnesium (Mg)Potassium (K)Sodium (Na)Sulfur (as SO4)

DLADLADLADLADLA

QC Samples with Qualifiers & Comments:

Internal Reference MaterialInternal Reference MaterialInternal Reference MaterialInternal Reference MaterialInternal Reference Material

QC Type Description

Test Method References:

Chain of Custody Numbers:

C062670

6

Reference Information

L894454 CONTD....

6PAGE of

M2112

ALS Test Code Test Description Method Reference** Matrix

Test Method References:

GLOSSARY OF REPORT TERMSSurrogates are compounds that are similar in behaviour to target analyte(s), but that do not normally occur in environmental samples. For applicable tests, surrogates are added to samples prior to analysis as a check on recovery. In reports that display the D.L. column, laboratory objectives for surrogates are listed there.mg/kg - milligrams per kilogram based on dry weight of samplemk/kg wwt - milligrams per kilogram based on wet weight of samplemg/kg lwt - milligrams per kilogram based on lipid-adjusted weight mg/L - unit of concentration based on volume, parts per million.< - Less than.D.L. - The reporting limit.N/A - Result not available. Refer to qualifier code and definition for explanation.

Test results reported relate only to the samples as received by the laboratory.UNLESS OTHERWISE STATED, ALL SAMPLES WERE RECEIVED IN ACCEPTABLE CONDITION.Analytical results in unsigned test reports with the DRAFT watermark are subject to change, pending final QC review.

6

saskatchewan metals processing plant geotechnical … · 2018-05-01 · this report provides the...

Documents