geotechnical foundation investigation report for …...evaluation for the site in support of...

Geotechnical Foundation Investigation Report

for the Saskatchewan Metals Processing Plant Project

Prepared for:

Fortune Minerals Limited

Submitted by:

M2112-2840010

June 2010

Fortune Minerals Ltd. SMPP Project - Geotechnical Foundation Investigation Report June 2010

M2112-2840010 Page i

Executive Summary

General Objectives of Investigation

The scope of work was to complete a geotechnical investigation for the proposed Saskatchewan Metals

Processing Plant (SMPP) project in the Rural Municipality of Corman Park, No. 344, Saskatchewan. This report

presents the results of the site investigation and geotechnical recommendations related to the project.

Fieldwork and Laboratory Testing

The drilling of eight (8) boreholes and excavation of sixteen (16) test pits were conducted between February 2010

and April 2010. Field testing was conducted and soil samples were collected during drilling. Field standard

penetration tests (SPT) and pocket penetrometer tests were conducted in the boreholes during drilling. Ground

resistivity tests were conducted at the future power substation location. Geotechnical laboratory tests on

collected soil samples were conducted at the MDH soil laboratories in Saskatoon, Saskatchewan. These tests

included grain size distributions, water contents, Atterberg limits, consolidation, Group Index, unconfined

compression test and direct shear tests. Detailed salinity testing was conducted by ALS Laboratories of

Saskatoon, Saskatchewan on soil samples from selected depths. One Casagrande style piezometer was

installed in the study area at an approximate depth of 8.2 m (27.0 ft) to collect shallow groundwater information

for foundation design.

Geotechnical Foundation Report

A general description of the soils encountered, the soil properties, anticipated behaviour of soils during

construction and measured groundwater levels are provided in this report. Geotechnical recommendations for

shallow foundations, grade supported slabs, pile foundations and other general geotechnical engineering

parameters related to the plant building foundation are provided in this report.

The foundation design parameters were derived from calculations based on the Canadian Foundation

Engineering Manual and other relevant geotechnical references.


M2112-2840010 Page ii

Table of Contents 1.0 Introduction ................................................................................................................................................. 1 2.0 Site Condition and Description .................................................................................................................... 1 3.0 Scope .......................................................................................................................................................... 1

3.1 Field Investigations ................................................................................................................................. 1 3.2 Laboratory Testing .................................................................................................................................. 2 3.3 Report ..................................................................................................................................................... 2

4.0 Methodology ................................................................................................................................................ 4 4.1 Field Investigations ................................................................................................................................. 4

4.1.1 Geotechnical Boreholes ..................................................................................................................... 4 4.1.2 Geotechnical Test Pits ....................................................................................................................... 5 4.1.3 Standpipe Piezometer Installation and Shallow Groundwater Regime .............................................. 6

4.2 Laboratory Testing .................................................................................................................................. 7 4.2.1 Geotechnical and Index Soil Properties ............................................................................................. 7 4.2.2 Unconfined Compression Test ........................................................................................................... 7 4.2.3 Oedometer / Consolidation Test ......................................................................................................... 8 4.2.4 Direct Shear Test ............................................................................................................................... 8

4.3 Undrained Shear Strength, su ................................................................................................................. 9 4.4 California Bearing Ratio, CBR ................................................................................................................ 9 4.5 Chemical Laboratory Investigation ........................................................................................................ 10

5.0 Subsurface Condition ................................................................................................................................ 11 5.1 Local Geology ....................................................................................................................................... 11

5.1.1 The Surficial Stratified Deposits (SSD) ............................................................................................. 12 5.1.2 The Battleford Formation .................................................................................................................. 12 5.1.3 The Floral Formation ........................................................................................................................ 12 5.1.4 Upper Floral Aquifer (Dalmeny Aquifer) ........................................................................................... 13

6.0 Ground Resistivity Test ............................................................................................................................. 13 7.0 Geotechnical Recommendations .............................................................................................................. 13

7.1 General ................................................................................................................................................. 13 7.2 General Site Grading, Clearing, and Site Preparation .......................................................................... 13

7.2.1 General Site Grading and Clearing .................................................................................................. 13 7.2.2 Permanent Cut Slopes ..................................................................................................................... 14 7.2.3 Fill Slopes ......................................................................................................................................... 14

7.3 Temporary Excavation and Dewatering ................................................................................................ 15 7.3.1 Temporary Cut Slope for Excavation ................................................................................................ 15 7.3.2 Utility Trench Excavation .................................................................................................................. 15 7.3.3 Foundation Excavations ................................................................................................................... 15 7.3.4 Soil and Material Stockpiling Near Excavation ................................................................................. 16 7.3.5 Temporary Dewatering ..................................................................................................................... 16

7.4 Site Surface Drainage ........................................................................................................................... 16 7.5 Subgrade Preparation ........................................................................................................................... 16

7.5.1 General ............................................................................................................................................. 16 7.5.2 Proof Rolling ..................................................................................................................................... 17 7.5.3 Roadways ......................................................................................................................................... 17

7.6 Fill Placement and Compaction ............................................................................................................ 18


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7.6.1 Fill Materials ..................................................................................................................................... 18 7.6.2 General/Common Fill ....................................................................................................................... 19 7.6.3 Structural fill ...................................................................................................................................... 19 7.6.4 Road base ........................................................................................................................................ 20 7.6.5 Underground utilities bedding ........................................................................................................... 20 7.6.6 Utilities trench backfill ....................................................................................................................... 20

7.7 Procedures to Mitigate Frost Action in Buried Utilities .......................................................................... 20 7.8 Lateral Earth Pressure Coefficients ...................................................................................................... 21 7.9 Frost Penetration Depth ........................................................................................................................ 24 7.10 Foundations .......................................................................................................................................... 24

7.10.1 Shallow Foundations ........................................................................................................................ 24 7.10.2 Grade Supported Floor Slabs ........................................................................................................... 26 7.10.3 Pile Foundations ............................................................................................................................... 27 7.10.4 Frost Action and Foundations........................................................................................................... 29

7.11 Seismic Design Ground Motions ........................................................................................................... 29 7.11.1 Seismic Considerations .................................................................................................................... 29 7.11.2 Site Soil Classification ...................................................................................................................... 30 7.11.3 Site Spectral Acceleration ................................................................................................................ 30 7.11.4 Uniform Hazard Spectra ................................................................................................................... 30

7.12 Modulus of Vertical Subgrade Reaction, ks ........................................................................................... 31 7.13 Modulus of Horizontal Subgrade Reaction, kh ...................................................................................... 31 7.14 Foundation Concrete ............................................................................................................................ 32 7.15 Paved Areas ......................................................................................................................................... 32

7.15.1 Pavement Subgrade Strength .......................................................................................................... 32 8.0 Construction Control and Monitoring ......................................................................................................... 33 9.0 Closure ...................................................................................................................................................... 34 10.0 References ................................................................................................................................................ 35

Terms, Symbols, and Abbreviations

Appendices

Appendix A – Site Plans Appendix B – Borehole Logs Appendix C – Ground Resistivity Test Results Appendix D – Laboratory Testing Results Appendix E – Occupation Health and Safety - Excavation


M2112-2840010 Page iv

List of Tables

Table 4.1 – Borehole and test pit summary. ............................................................................................................. 6 Table 4.2 – Groundwater monitoring records. .......................................................................................................... 7 Table 4.3 – Summary of unconfined compression strength results. ......................................................................... 8 Table 4.4 – Summary of consolidation test results. .................................................................................................. 8 Table 4.5 – Summary of direct shear test results. .................................................................................................... 9 Table 4.6 – Average undrained shear strengths of soil at various depths. ............................................................... 9 Table 4.7 – Summary of calculated CBRs results. ................................................................................................. 10 Table 4.8 – Summary of soil porewater chemistry results. ..................................................................................... 11 Table 7.1 – Base and sub-base gradation specifications. ...................................................................................... 21 Table 7.2 – Lateral earth pressure coefficients and soil unit weights. .................................................................... 21 Table 7.3 – Typical compaction equipment data for estimating compaction-induced loads. .................................. 23 Table 7.4 – Calculated frost penetration depth under various surface covers. ....................................................... 24 Table 7.5 – Ultimate and allowable bearing capacity for shallow foundations. ....................................................... 25 Table 7.6 – General design parameters for bored, cast-in-place pile foundations. ................................................ 27 Table 7.7 – Typical group efficiency for 3x3 and 9x9 pile groups (After NAVFAV 7.02). ........................................ 29 Table 7.8 – Damped spectral acceleration for 2% probability of exceedance in 50 Years. .................................... 30 Table 7.9 – Group reduction factor for modulus of horizontal subgrade reaction, kh. ............................................. 32

List of Figures

Figure 7.1 – Horizontal pressure on walls induced by compaction effort. .............................................................. 23 Figure 7.2 – Estimated settlement vs. applied presure for various sized square footing found at 10 ft below

ground. .......................................................................................................................................................... 26 Figure 7.3 – Uniform hazard spectrum for 2% probability of exceedance in 50 Years. .......................................... 31


M2112-2840010 Page 1

1.0 Introduction

MDH Engineered Solutions Corp. (MDH) was commissioned by Fortune Minerals Limited (Fortune Minerals) to provide geotechnical, hydrogeological and environmental services in support of the design and construction of the Saskatchewan Metals Processing Plant (SMPP) project in the Rural Municipality of Corman Park, No. 344, Saskatchewan. The work described in this report is for the Geotechnical Investigation for Foundations Analysis (Task 2) given in the workplan submitted to Fortune Minerals by MDH in February 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 in Appendix A and the facility Site Plan is shown on the Figure A2 in Appendix A. This report provides geotechnical recommendations for foundations and other geotechnical considerations related to the construction of the plant buildings and rail line.

2.0 Site Condition and Description

Fortune Minerals’ SMPP project site is currently cultivated farmland which is relatively flat. The existing ground elevations within the future plant buildings area ranged from approximately 521 meters above sea level (masl) to 523 masl. The steepest local ground gradient is approximately 1V:30H. A topographical survey map of the project area is shown on Figure A3 in Appendix A.

The project area is located approximately 1 km to the north of Highway 305. An existing rail track runs through the site from the south in southeast-northwest direction.

3.0 Scope

The general scope of this geotechnical investigation was to complete a geotechnical evaluation for the site in support of foundation designs for the plant buildings and related geotechnical engineering work.

3.1 Field Investigations

The general scope of this investigation was to complete a surface geotechnical evaluation of the SMPP project site. The detailed scope of the investigation was to:

1) Drill at eight (8) locations within the vicinity of the plant site to depths of approximately 24 m (80 ft) the purposes of geotechnical testing and sampling.


M2112-2840010 Page 2

2) Install one (1) Casagrande style standpipe piezometers at the plant site location to an approximate depth of 8.2 m (27 ft) to determine shallow groundwater levels.

3) Excavate sixteen (16) test pits to 3.0 m (10 ft) in depth to gather disturbed soil samples and to complete field and laboratory testing.

4) Carry out a Wenner 4-pin soil resistivity test at a variety of probe spacings (up to maximum 3.0 m (10 ft)) to provide recommendations for building grounding and cathodic protection for concrete reinforcement and other buried metal structures vulnerable to chloride induced corrosion.

3.2 Laboratory Testing

Complete a suite of geotechnical index testing on select samples acquired from the boreholes and test pits including:

1) Atterberg limits; 2) Unconfined compression tests; 3) Water soluble sulphate; 4) Water content; 5) Grain size analysis including hydrometer; 6) Specific gravity; 7) Group index; 8) Consolidation tests; and, 9) Direct shear tests.

3.3 Report

Provide a report detailing the field investigation, in-situ testing results and laboratory testing results, and to provide geotechnical design parameters. The content of the report include:

1) Recommendation of the appropriate types of foundation support required for each structure contemplated (i.e. spread footings, piles, caissons, compacted fill, etc.);

2) The bearing capacity for the service limit state (SLS) and ultimate limit state (ULS) of the substrata at stated elevations, and the anticipated uniform and differential settlements;

3) Advice if weight of footing and soil above footing should be included when calculating footing bearing pressure in order to check against allowable bearing pressure;

4) If deep foundations are to be considered, the types of deep foundations, the vertical and lateral SLS and ULS load capacities for piles and/or caissons, and assessment of obstructions likely to be encountered during the installation of piles and/or caissons, and inspection and testing requirements during the installation;

5) Minimum depths at which foundations can be founded and minimum depth of soil required above bearing elevations, if this is a design requirement for bearing capacity;

6) Determination of the safe-bearing capacity and horizontal sliding friction factor for spread footing design;


M2112-2840010 Page 3

7) Determination of allowable pile load, pile spacing, lateral bearing value, and reduction values (if applicable) for individual pile values when in a group;

8) Unit density of soil and coefficients of active and passive earth pressures for design of members resisting lateral loads and coefficient of friction for footings on soil;

9) Determination of angle of friction, equivalent fluid pressure, and allowable passive soil pressure for wall design;

10) Settlement analysis for typical structural and equipment loads supported by spread footings, for estimated allowable settlement of 6 mm and 12 mm;

11) Backfilling requirements including types of imported fill and degree of compaction, and engineered fill requirements if footings are recommended to bear on compacted fill;

12) Recommendations for pipe bedding and backfill, trench slope stability, soils envelope under building footings which cannot be disturbed, and permeability rates of the soils;

13) Determination of slide potential of natural and fill slopes where affected by adjacent structural and fill slopes and recommendations for cut and fill areas;

14) Determination of any special construction techniques such as preloading or precautions which may be required by unusual subsoil of ground water conditions;

15) Determination of any special permanent perimeter and under-floor drainage requirements, including estimate of the amount of ground water to be pumped;

16) Determination of subgrade modulus and modulus of compression of the soil and recommendation for special foundation preparation, if required, to support dynamic loads;

17) Determination of the frost penetration depth and required depths for foundation on natural soil, foundation on fill and buried pipes and conduits;

18) Determination of any shrinkage or swelling of soils which could affect design of foundations of floor slabs;

19) In the event that removal of existing soils and replacement with borrow materials is required; recommendations for local source and quality restraints for borrow backfill and recommendations for compaction requirements of fill;

20) An assessment of any corrosive properties of soils which may affect construction (e.g. soil resistivity, water soluble sulfate content, water soluble chloride content, pH value, and total acidity);

21) Mitigating corrosive soil and ground water effects, if any; 22) CBR values for rail line design; 23) Suitability of the soil on site to support slabs-on-grade and paved areas as well as the

coefficient of subgrade reaction for design of slabs-on-grade and concrete pavements;

24) Suitability of the soil on site for use as compacted fill under slabs-on-grade and paved areas, or for use as backfill to exterior walls and the method of compaction;

25) Allowable bond stress for the design of permanent, prestressed soil and/or rock anchors;

26) Site classification for seismic site response;


M2112-2840010 Page 4

27) Recommendations for temporary shoring of excavations, including design requirements for both raker and tie-back systems;

28) Identification of any unusual problems likely to arise during excavation or during construction of foundations and site services;

29) Recommended methods of dewatering during construction if a high water table is encountered;

30) Any flooding requirements; 31) The report shall be certified, signed and stamped by a professional engineer licensed

in the province of Saskatchewan.

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 Saskatoon on 16 February 2010 and utilized a truck-mounted mobile B-61 continuous flight auger drill rig for the investigation. All 8 boreholes for foundation analysis were completed by 27 April 2010. Drilling was stopped on two occasions during the work period due to soft ground condition after snow melt. The borehole details are summarized in Table 4.1 and the borehole locations are shown on the Figure A2 in Appendix A. The 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.

Disturbed auger cuttings, split-spoons, and Shelby Tube samples were obtained during the drilling of boreholes and the soils were logged on-site for field descriptions of the encountered lithology. All collected soil samples were bagged and transported to MDH soil testing laboratory in Saskatoon every day after drilling.

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 field tests are also annotated on the borehole logs presented in Appendix B. The Terms, Symbols and Abbreviations used on the borehole logs are also appended.

Detailed descriptions of the drilling activities are discussed in the following sections. The termination depths of the boreholes ranged from 18.3 m to 29.0 m (60 ft to 95 ft), the shallower depths were due to the presence of sand layer (Dalmeny aquifer) at approximately 15 m to 20 m (49 ft to 66 ft) below ground.


M2112-2840010 Page 5

4.1.2 Geotechnical Test Pits

Nemanishen Contracting Ltd. (NCL) was contracted for the excavation and backfill of the test pits. NCL mobilized a John Deere 410E backhoe for this project. Sixteen (16) test pits were excavated within the project site area:

Two (2) of them within the plant site footprint;

Seven (7) of them along the rail line alignment; and,

The remainder in various areas around the site for other project components. All 16 test pits were completed between 03 May 2010 and 07 May 2010. The test pit details are summarized in Table 4.1 and the test pit locations are shown on Figure A2 in Appendix A. The test pit depths were all approximately 3.0 m (10 ft). Pocket pen tests were carried out in the field at regular intervals and soils were logged on-site for field descriptions. The test pit logs are presented in Appendix B. The Terms, Symbols and Abbreviations used on the borehole logs are also appended.

Soil samples were collected every 0.5 m (1.5 ft) vertical interval, placed in polyethylene bags and transported to the MDH soil laboratory in Saskatoon after excavation and stored in humidity controlled room. The test pits were backfilled with the excavated material and the grounds were re-graded by the backhoe excavator.


M2112-2840010 Page 6

Table 4.1 – Borehole and test pit summary.

4.1.3 Standpipe Piezometer Installation and Shallow Groundwater Regime

One (1) Casagrande style standpipe piezometer was installed to a depth of 8.5 m (27.8 ft) below ground level in borehole M2112-06 to collect shallow groundwater elevations. The piezometer completion details are provided in Appendix B. The standpipe piezometer consists of a 50 mm diameter schedule 40 PVC pipe with 1.5 m (5 ft) length of horizontally slotted screen at the bottom. Water levels in the piezometer were measured between March 2010 and May 2010 and the data is presented in Table 4.2. The highest measured groundwater level was at 5.89 m (19.32 ft) below ground. However, the Surficial Stratified Deposits near ground surface are expected to be saturated during wet seasons.

(m) (ft)Northing

(m)Easting

(m)Ground

Top of piezometer

cap

Piezometer tip

M2112-06 19.8 65.0 19-Feb-2010 Piezometer 5802483.01 370350.72 521.86 522.79 513.68 8.18

M2112-07 29.0 95.0 4-Mar-2010 - 5802468.29 370228.35 522.31 - - -

M2112-08 21.3 70.0 5-Mar-2010 - 5802382.34 370227.96 521.86 - - -

M2112-09 18.3 60.0 5-Mar-2010 - 5802380.04 370349.83 523.03 - - -

M2112-10 18.9 62.0 6-Mar-2010 - 5802378.15 370466.85 522.22 - - -

M2112-11 18.9 62.0 6-Mar-2010 - 5802463.73 370469.03 522.75 - - -

M2112-17 18.3 60.0 27-Apr-2010 - 5802512.67 370487.48 522.82 - - -

M2112-18 18.3 60.0 27-Apr-2010 - 5802560.41 370241.34 522.01 - - -

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 - - -

M2112-24 3.2 10.5 3-May-2010 - 5802431.25 370399.95 522.63 - - -

M2112-25 3.1 10.0 3-May-2010 - 5802424.27 370281.41 522.53 - - -

M2112-26 3.1 10.0 3-May-2010 - 5802406.73 370187.15 522.22 - - -

M2112-27 3.1 10.0 3-May-2010 - 5802346.30 370030.94 522.34 - - -

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 - - -

M2112-31 3.5 11.5 3-May-2010 - 5802564.35 370334.01 522.40 - - -

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

M2112-33 3.4 11.0 7-May-2010 - 5802179.49 370895.38 521.94 - - -

M2112-34 3.4 11.0 7-May-2010 - 5802309.56 370772.69 521.99 - - -

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 - - -

M2112-37 3.2 10.5 7-May-2010 - 5802434.60 370642.42 522.38 - - -

Test Pits

Borehole / Testpit

Designation

Boreholes

Piezometer depth (meter below

ground)

Date Drilled /

Excavated

Coordinates (NAD 83)

Installation Type

Borehole / Testpit Depth

Elevation (masl)


M2112-2840010 Page 7

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 will also be observed in response to changes of surface drainage patterns.

Table 4.2 – Groundwater monitoring records.

4.2 Laboratory Testing

4.2.1 Geotechnical and Index Soil Properties

The laboratory testing for the samples from boreholes included grain size distributions, water contents, unconfined compression tests, group index, Atterberg limits, specific gravity, direct shear tests and high load consolidation tests. Samples were selected for laboratory testing to best represent the stratigraphic layers encountered during the drilling to produce an understanding of the soil conditions and soil properties within the project area. Table D1 in Appendix D provides a summary of the laboratory testing results. Detailed laboratory testing results are also provided in Appendix D.

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

4.2.2 Unconfined Compression Test

Unconfined compressive strength testing was conducted on undisturbed samples from the Shelby tubes obtained during the drilling investigation, where sample was suitable. A summary of the test results for the unconfined compressive strengths are shown in Table 4.3.

7-Apr-2010 20-Apr-2010 6-May-2010 20-May-2010 7-Apr-2010 20-Apr-2010 6-May-2010 20-May-2010

M2112-06 521.86 522.79 7.24 7.31 7.35 5.89 514.62 514.55 514.51 515.97

Note: The underlined values are the highest measured groundwater level at the site.

Groundwater Elevation (masl)Piezometer Top of Casing

(masl)

Ground Elevation

(masl)Piezometer

Water Depth (m below ground)


M2112-2840010 Page 8

Table 4.3 – Summary of unconfined compression strength results.

4.2.3 Oedometer / Consolidation Test

Oedometer Testing was performed to determine one-dimensional consolidation or swelling using incremental loading (ASTM D2435). Three (3) samples obtained from various depths were selected for consolidation tests at the MDH soil laboratory. A summary of the test results is shown in Table 4.4. The detailed results for the Oedometer testing are provided in Appendix D. The Casagrande semilog method (1936) was used for evaluation of the preconsolidation pressure, po. The test results for sample CTS-82 were disregarded due to the unreasonably low pre-consolidation pressure obtained, possibly as a result of soil disturbance during sampling.

Table 4.4 – Summary of 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. Tests on three (3) samples recovered from various depths were completed at the MDH soil laboratory. The test report graphical plots are presented in Appendix D and the test results are summarized in Table 4.5.

Unconfined Compressive Strengths, qu

(ft) (m) (kPa)M2112-08 CTS-60 Oxidized Silt Till 9.0 2.7 123M2112-06 CTS-06 Oxidized Silt Till 13.0 4.0 282M2112-11 CTS-141 Oxidized Silt Till 16.5 5.0 286M2112-10 CTS-115 Oxidized Silt Till 19.0 5.8 664M2112-09 CTS-92 Oxidized Silt Till 21.5 6.6 680M2112-08 CTS-68 Oxidized Silt Till 24.0 7.3 518M2112-06 CTS-13 Oxidized Silt Till 25.5 7.8 321M2112-07 CTS-39 Oxidized Silt Till 26.5 8.1 407M2112-06 CTS-21 Oxidized Silt Till 46.5 14.2 730M2112-08 CTS-82 Oxidized Silt Till 56.5 17.2 513M2112-07 CTS-54 Oxidized Silt Till 61.5 18.7 421

Sample Number

Sample DepthBorehole Number

Stratigraphic Layer

(ft) (m)

M2112-08 CTS-60 Oxidized Silt Till 7.5 - 9.0 2.3 - 2.7 0.49 100 1.9 0.12 0.03 11.9

M2112-08 CTS-68 Oxidized Silt Till 22.5 - 24.0 6.9 - 7.3 0.32 275 1.7 0.09 0.03 77.4

M2112-08 CTS-82 Oxidized Silt Till 55.0 - 56.5 16.8 - 17.2 0.34 - - - - -

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In

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c

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In

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Sw

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(kP

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Sample Number

Stratigraphic Layer

Init

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M2112-2840010 Page 9

Table 4.5 – 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 4.6. No laboratory undrained shear strength tests were performed on samples from the 30 ft to 40 ft depth interval because of insufficient sample size and/or poor sample condition.

Table 4.6 – Average undrained shear strengths of soil at various depths.

4.4 California Bearing Ratio, CBR

California Bearing Ratios (CBRs) were calculated for the rail line alignment from Group Index test results based on the Saskatchewan Ministry of Highways and Infrastructure Surfacing

Apparent Cohesion,

c' (kPa)

Angle of Shear

Resistance of Soil, ' (degree)

Apparent Cohesion,

c' (kPa)

Angle of Shear

Resistance of Soil, ' (degree)

M2112-08 CTS-60 Oxidized Silt Till 9.0 2.7 5.0 28.0 14.0 30.0



Residual Peak

Borehole Number

Sample Number

Stratigraphic Layer

Sample Depth (ft)

Sample Depth (m)

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) (ft) (m) kPa kPa kPa

0 0.0 10 3.0 87 62 74

10 3.0 20 6.1 136 205 171

20 6.1 30 9.1 197 241 219

30 9.1 40 12.2 190 - 190

40 12.2 50 15.2 157 365 261

50 15.2 60 18.3 161 257 209

60 18.3 70 21.3 110 211 160

149 223 184Overall Average

Sample Depth from to

Sample Depth


M2112-2840010 Page 10

Manual (SM 940). The (soaked) CBR results are summarized in Table 4.7. Detailed laboratory testing results are provided in Appendix D. Sample CTS-543 from test pit M2112-34 was a non-plastic sand and therefore no Group Index or CBR was obtained for this sample.

Table 4.7 – Summary of calculated CBRs results.

4.5 Chemical Laboratory Investigation

Six (6) soil samples were submitted to ALS 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 soils in the project area. A summary of the chemical constituents and Electrical Conductivity (EC) for the pore water in each of the soil samples tested for the study are is presented in Table 4.8. The original ALS Laboratory data sheets are provided in Appendix D.

The laboratory detailed salinity test results show that the soil at the site has moderate to very severe degree of exposure in sulphate (SO4) content (CSA A23.1-04). Sulphates are naturally occurring in Saskatchewan tills to differing degrees. The average value of pore water sulphate contents tested was 3,522 mg/L. Chloride (Cl-) exposure is also known to lead to corrosion in reinforced concrete structures. The average chloride content in the samples tested was 49 mg/L. A designer competent in concrete mix design should complete the concrete mix design specifications, but it is anticipated that sulphate resistant cement may be used, as this is common practice in Saskatchewan.

(ft) (m)M2112-24 CTS-501 3.5 1.1 20.0 2.5M2112-25 CTS-506 5.0 1.5 11.9 4.6M2112-26 CTS-511 4.0 1.2 20.0 2.5M2112-27 CTS-515 2.0 0.6 6.3 6.7M2112-33 CTS-539 3.5 1.1 17.4 3.1M2112-34 CTS-543 2.0 0.6 - -M2112-37 CTS-556 3.5 1.1 20.0 2.5

Group Index CBRTest Pit Number

Sample Sample Depth


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Table 4.8 – Summary of soil porewater chemistry results.

5.0 Subsurface Condition

5.1 Local Geology

The general subsurface stratigraphy within the project site consists of:

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

0.1 m (0.3 ft) to 3.2 m (10.5 ft) of Surficial Stratified Deposits (SSD), overlying;

Approximately 1.0 m (3.3 ft) of Battleford Formation, overlying;

12.0 m (39.4 ft) to 17.0 m (55.8 ft) of Upper Floral Formation, overlying;

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

All of the boreholes were terminated within the Upper Floral Formation of the Saskatoon Group due to the limitation of drilling depths. The glacial till soil encountered in this area is

M2112-07 M2112-06 M2112-09 M2112-08 M2112-11 M2112-10L872023-1 L872023-2 L872023-3 L872023-4 L872023-5 L872023-6CTS - 33 CTS - 02 CTS - 84 CTS - 59 CTS - 140 CTS - 112

14' 3' 3' 7' 14' 10' - 11.5'Chloride (Cl) mg/L 11.4 14.3 23.7 7.0 28.9 5.0Calcium (Ca) mg/L 531 45.1 17.7 29.4 452 56.7Potassium (K) mg/L 30.5 12.3 10.4 8.4 32 8.9Magnesium (Mg) mg/L 163 19.3 53.9 20.2 738 24.7Sodium (Na) mg/L 38.7 10.6 53.6 14.8 289 12.0SAR SAR 0.38 0.33 1.43 0.51 1.95 0.34

Sulphate (SO4) mg/L 1820 70.0 78.6 24.9 4240 82.1

% Saturation % 37.1 35.8 37.8 77.7 39.1 72.0pH in Saturated Paste pH 7.48 7.90 8.48 7.84 7.81 7.67Conductivity Sat. Paste dS m-1 2.80 0.43 0.70 0.36 5.70 0.48Detailed Salinity (Corrected for Pore Water)

Natural Moisture Content % 12.93 12.49 9.62 33.41 10.92 36.22Corrected Salinity valuesChloride (Cl) mg/L 33 41 93 16 103 10Calcium (Ca) mg/L 1524 129 70 68 1618 113Potassium (K) mg/L 88 35 41 20 115 18Magnesium (Mg) mg/L 468 55 212 47 2642 49Sodium (Na) mg/L 111 30 211 34 1035 24

Sulphate (SO4) mg/L 5222 201 309 58 15182 163S-2 S-3 S-3 S-3 S-1 S-3

(severe) (moderate) (moderate) (moderate) (very severe) (moderate)

Notes:

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

Parameter Units

Class of Sulphate exposure

1. Chemical contituent concentrations determined using the saturation paste method. Deionized w ater is added to the soil until the soil is saturated. The paste is allow ed 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 w ith 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.

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


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generally heterogeneous fine grained soil with relatively low permeability which can also be described as poorly drained soil.

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 (Skwarawoolf, 1981) and forms a significant aquifer in Saskatchewan which is informally called the Upper Floral Aquifer. This is called the Dalmeny Aquifer in the project area. This unit is continuous across the project area and was encountered in all the boreholes. All the boreholes drilled as part of the investigation 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 consisted 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 consisted some clay and trace amount of gravel, brown in color in the shallower depth (transition from Battleford Formation above) overlying grey in color with oxide stained fractures in deeper depth, oxidized, stiff to hard in consistency, low plasticity and moist.


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5.1.4 Upper Floral Aquifer (Dalmeny Aquifer)

Upper Floral Aquifer was encountered at depths between 15.2 m (50 ft) (M2112-11) to 20.4 m (67 ft) (M2112-08) and all the boreholes were terminated within this aquifer. 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.

6.0 Ground Resistivity Test

Ground resistivity testing was performed as a part of the geotechnical investigations at the site. The approximate test locations are shown on Figure A2 in Appendix A. The ground resistivity test was performed on 07 May 2010. Soil resistivity measurements were taken with nine (9) incremental probe distances in accordance with the Equally Spaced (Wenner Arrangement) Four-Point Method in IEEE Std 81 – 1983. The test configuration and ground resistivity results are presented in Appendix C.

7.0 Geotechnical Recommendations

7.1 General

The stratigraphy was found to be relatively consistent across all the boreholes, where sandy silt till is overlain by a SSD layer. All eight (8) boreholes were terminated in a wet sand layer (Upper Floral Aquifer). The bottom of this sand layer was not encountered in the geotechnical boreholes as the deepest hole was drilled to 29 m (95 ft), which is beyond the typical pile depth.

The following subsections provided general guidelines and recommendations for site grading and subgrade preparation, site drainage, and foundation recommendations. Foundation recommendations and calculations found in this report are based upon the methods presented in the Canadian Foundation Engineering Manual (CGS, 2006) (CFEM), unless otherwise indicated.

Detailed descriptions of the soils encountered are presented on the borehole logs in Appendix B.

7.2 General Site Grading, Clearing, and Site Preparation

7.2.1 General Site Grading and Clearing

As a minimum requirement, all surface vegetation, organics (topsoil), trash, debris, and other deleterious materials should be cleared and removed from the footprint of planned structures. Topsoil present at the surface should be stripped and removed from all areas


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requiring subgrade support. Areas requiring subgrade support include building footprints, concrete pads, and roadways.

The plant site area is generally flat in nature. The ground elevation difference revealed from the topographical survey plan (Figure A3, Appendix A) is within 1.75 m (5.7 ft). The required site grading is considered to be minimal.

The topsoil should be removed during grading. Topsoil may be stockpiled and re-used for non-structural areas only, such as landscaping. Reusing this material as backfill soil for subgrade support is not recommended.

The topsoil thickness encountered in the boreholes and test pit was approximately 0.1 m (0.3 ft) to 0.5 m (1.5 ft) in general and the expected maximum thickness can be locally up to 0.6 m (2.0 ft) or more. For cost estimation and general site planning, the assumption of 0.3 m (1 ft) of top soil will be appropriate for all locations around the future plant site buildings.

7.2.2 Permanent Cut Slopes

A slope angle of 2.5H:1V (21.8°) to 3H:1V(18.4°) for the permanent cut slope may generally be deemed to be appropriate for general planning and cost estimation. It is recommended that slope stability analysis be conducted to verify stability of permanent slopes with height larger than 3 m (9.8 ft). The permanent cut slope angle should be designed by a professional engineer with geotechnical experience in slope stability design to ensure a sufficient factor of safety is achieved. The construction process should be supervised by qualified personnel to ensure the workmanship and the soil encountered has not significantly deviated from the design soil type.

The stability of the permanent cut slopes is dependent on the soil type, groundwater conditions and potential loading conditions at the crest. The factor of safety requirement may vary depending on the type of infrastructure located within the vicinity of slope. A higher factor of safety may be required if the risk of life or risk of economy loss is higher in the case of slope failure and vice versa. The design engineer should make the appropriate judgement.

7.2.3 Fill Slopes

The permanent fill slope angle can generally be varied from 2.5H:1V (21.8°) to 3H:1V (18.4°) or flatter depending on the property of fill material, facility at crest and the design groundwater condition. It is recommended that a slope stability analysis be conducted to verify stability of permanent slope with height larger than 3 m (9.8 ft). The permanent fill slope angle should be designed by a professional engineer with geotechnical experience in slope design to ensure a sufficient factor of safety is achieved. The construction process should be supervised by qualified personnel to ensure the quality workmanship.


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The stability of the slopes is dependent on the soil type, groundwater conditions and potential loading conditions at the crest. The factor of safety requirement may vary depending on the type of infrastructure located within the vicinity of slope. A higher factor of safety may be required if the risk of life or risk of economy loss is higher in the case of slope failure and vice versa. The design engineer should make the appropriate judgement.

7.3 Temporary Excavation and Dewatering

7.3.1 Temporary Cut Slope for Excavation

If workers entering the excavated trench, the temporary slope angle of excavation shall follow the recommendation stated in the Occupation Health and Safety, 1996 (OHS). The soil at shallow depth in this site may be classified as type 3 and type 4 at different locations; the maximum slope angle for type 3 soil and type 4 soil shall be 1H:1V (45°) and 3H:1V (18.4°), respectively. A copy of the relevant section for excavation safety in OHS is attached as Appendix E. Variability in surface soils exists, and it is recommended that a qualified person conduct an inspection of any excavations prior to workers entering the excavated area.

The excavation slopes should be checked regularly for signs of spalling, cracking, tension crack at crest, etc., particularly after periods of rain. Local flattening of the excavation slopes may be required where instabilities of the cut slopes are observed.

7.3.2 Utility Trench Excavation

Utility trenches with steeper cut slopes may be allowed if no workers will enter the trench; sufficient measures should be taken to protect the stability of adjacent structures and human safety. The utility trench slope angle should follow the recommendations in attached OHS guidelines (Appendix E) if workers will be entering the trench to ensure a safe working environment. Temporary soil protective measures designed by a professional engineer may be needed. Variability exists in the surface soils, and it is recommended that a qualified person conduct an inspection of excavations prior to workers entering the excavated area.

7.3.3 Foundation Excavations

Foundation excavations that are left open for extended periods may collect groundwater seepage, which can likely be handled by pumps. Any surface water or groundwater infiltration into the foundation excavation should be diverted away from the foundation base to avoid softening. In warm, dry weather, care should also be taken to prevent the soil at the base of the excavation from becoming dry and cracked. It is good practice to protect the base of the footing excavation with a concrete mud slab immediately after footing excavation, particularly if wet weather is anticipated.


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Where buried services are to be located near building foundations, the bottom of footings should be established below an imaginary line projected at 1.0H:1.0V (45°) upward from the invert level of the service line to reduce the risk of undermining such footings.

7.3.4 Soil and Material Stockpiling Near Excavation

As stated in OHS 260(1), equipment, spoil pile, rocks and construction materials are to be kept at least one metre from the edge of an excavation or trench. The stockpiling distance from the crest of the excavation will be preferably equal to or greater than the depth of excavation, especially when the trench will remain open for a relatively longer period.

7.3.5 Temporary Dewatering

In most situations, a peripheral trench with one or two low points for a standard sump pump may be sufficient for dewatering a shallow excavation; close monitoring on the groundwater ingress into the trench by qualified personnel is recommended. Other dewatering methods may be required if this method proves to be insufficient. It is difficult to estimate the amount of water that will be encountered, as surficial soils are stratified and variable across the site. The surficial stratified soils may be water bearing during spring or following precipitation events. As a result, it may be beneficial to strip this material away from excavation footprints to reduce water ingress.

Surface drainage should be directed away from the crest of any excavation.

7.4 Site Surface Drainage

Excess water should be drained from the site as quickly as possible both during and after construction. Roof and other drains should discharge well clear of any buildings and equipment. Initial grading operations should also be focused on providing surface drainage, such that precipitation and surface run-off is directed off the construction area. Within 2 m (6.6 ft) of the building perimeter, hard surfacing (asphalt or concrete) should be graded to slope away from buildings at a gradient of at least 2 percent. Landscaped areas should be graded at least 5 percent to promote run-off from buildings.

7.5 Subgrade Preparation

7.5.1 General

The following provides recommendations for general soil subgrade preparation in order to produce a uniform bearing condition for the planned structures. Following stripping of topsoil and excavation to design subgrade elevation (if required), the exposed subgrade should be inspected by qualified geotechnical personnel to verify the removal of unsuitable materials and to provide additional recommendations, as appropriate. Unsuitable materials include topsoil, organic matter, vegetation, oversized material with particle sizes larger than 75 mm,


M2112-2840010 Page 17

and other deleterious materials. The lateral extent of all excavations and removals should be at least 1.5 m (5 ft) from beyond the edge of structures.

As a minimum, all exposed soil subgrades should be scarified to a minimum depth of 200 mm (8 inch), moisture conditioned (wetted or dried) to within optimum moisture content, and compacted in accordance with the recommendations outlined in Section 7.6. Specific recommendations for subgrade preparation for the various project components are provided in the following sections.

7.5.2 Proof Rolling

To verify that competent and uniform soil subgrade support conditions have been achieved, proof-rolling of the subgrade should be performed by two passes of a dual-wheel truck (or comparable equipment) with an 80 kN single axle load. Soils which display rutting or appreciable deflections upon proof-rolling should be over-excavated to expose the underlying more competent soil and replaced with suitable engineered fill compacted in accordance with the recommendations outlined in Section 7.6.

If yielding or pumping conditions are encountered in subgrade areas, they may be stabilized by placing a layer of geogrid (Tensar BX 1200 or approved equivalent) directly on the bottom of the subgrade and backfilled with well graded 25 mm minus gravel compacted to at least 95 percent of the Standard Proctor Maximum Dry Density (SPMDD). Fill placement procedures should follow the recommendations provided in Section 7.6.

Loose or soft areas should be identified during the initial site grading phase and addressed during construction. All finished subgrade should be protected from construction traffic and erosion as soon as possible.

7.5.3 Roadways

For subgrade support of the roadway, a uniformly smooth subgrade surface should be prepared, containing no ruts, pot holes, loose soils, or any imperfections that can retain water on the surface. Isolated pockets of frost susceptible material and organic topsoil should be removed and replaced with similar material adjoining the excavation to allow for uniform performance. As a minimum, the soils in all areas supporting vehicle traffic should be excavated to provide a minimum 0.3 m (1.0 ft) sub-cut below design subgrade elevations and re-compacted to provide a uniform bearing condition. The following soil subgrade recommendations should be followed, depending on whether the design soil subgrade is above or below the existing grade. The prepared subgrade should be crowned or cross-sloped to facilitate the flow of surface water off the roadway. A minimum of 3 percent cross-slope is recommended. As a minimum, all road subgrades should be designed in accordance with the standard specifications set forth by Saskatchewan Ministry of Highways and Infrastructure (SMHI).


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Fill Sections

If the exposed subgrade surface is more than 0.3 m (1.0 ft) below the design subgrade elevation, the subgrade should only be prepared by scarifying to a minimum depth of 200 mm (8 inch), moisture conditioned (wetted or dried) to within ± 2 percent of optimum moisture content, and compacted to 98 percent of the Standard Proctor Maximum Dry Density (SPMDD).

If the exposed subgrade surface is less than 0.3 m (1.0 ft) below the design subgrade elevation, the subgrade should be over-excavated to a minimum depth of 0.3 m (1.0 ft) below the design subgrade surface. The lateral extent of over-excavation should be at least 1.5 m (5 ft), or equal to the depth of over-excavation, whichever is greater. The exposed subgrade should then be scarified and compacted as outlined above. All fill soils placed to raise the subgrade elevation to design grade should be placed in loose lifts, moisture conditioned, and compacted as outlined above.

Excavation Sections

If the design subgrade elevation requires excavation, the subgrade should be over-excavated to a minimum depth of 0.3 m (1.0 ft) below the design subgrade surface. The lateral extent of over-excavation should be at least 1.5 m (5 ft), or equal to the depth of over-excavation, whichever is greater. The exposed soil subgrade should then be scarified and compacted as outlined above.

Subgrade preparation should not be performed on very soft, loose or wet subgrade as construction equipment may further weaken the subgrade. Subsequent to scarification and compaction, the prepared subgrade should be proof rolled as discussed in Section 7.5.1 to create a uniform bearing condition and firm even surface. Recommendations to stabilize saturated, yielding or pumping subgrade conditions, should they be encountered, were also provided in Section 7.5.2.

If any problems are encountered during the subgrade preparation, or if the site conditions deviate from those indicated by the boreholes, a qualified geotechnical personnel should be notified to provide additional recommendations.

7.6 Fill Placement and Compaction

7.6.1 Fill Materials

Excavations at the site between 0.0 metres below ground surface (mBGS) to 1.5 mBGS (0 ftBGS to 5 ftBGS) will generally consist of sand (SM), clay (CH) or sandy silt till (CL). The sand, clay and silt till were generally suitable for use as general fill materials provided that the soils are acceptably moisture conditioned (wetted or dried), free of appreciable amounts of contaminations, deleterious and/or organic materials, and free of particle sizes over 75 mm in diameter.


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If imported soils are selected for use as fill materials, the preferred soils are granular consisting of relatively clean, well graded, sand or mixture of sand and gravel with a maximum particle diameter of 75 mm. According to the local contractor, there is a granular material borrow-pit located 20 km to the west of Langham, but the soil will need to be tested prior to use.

Prior to placement of fill material, representative bulk samples (about 25 kg) should be taken of the proposed fill soils and laboratory tests should be conducted to determine Atterberg limits, natural moisture content, grain size-distribution, and moisture-density relationships for compaction. These test results will be necessary for the proper control of construction for new engineered fill.

Fill soils should not be placed in a frozen state, or placed on a frozen subgrade. All lumps of materials should be broken down during placement.

Prior to placing any fill, the exposed surface soils should be observed by qualified geotechnical personnel to evaluate the removal of unsuitable materials, and to provide additional geotechnical recommendations, as appropriate.

7.6.2 General/Common Fill

The in-situ, sandy SSD, clay and silt till are likely suitable for general fill material but are not suitable for structural fill. As indicated from the soils encountered in the eight boreholes in this investigation, the in-situ silt till can be encountered anywhere from near the ground surface to 3.4 m (11 ft) below ground. This approximate depth is only for cost estimation and general development planning, and the base of the organic layer (topsoil) may be deeper near wetland and shallower in the other locations. Materials excavated at the proposed ponds within the site may be used as general fill for construction.

General/common fill materials should be placed in loose lifts of 150 mm (6 inch) in thickness, be moisture conditioned (wetted or dried) to within ± 2 percent of optimum moisture content, and compacted to and 98% of Standard Proctor Maximum Dry Density (SPMDD) tested in accordance with ASTM Method D 698.

7.6.3 Structural fill

Structural fill should be free draining granular material that conforms to the gradation of sub-base material specified in Table 7.1, or other gradations specified by a geotechnical engineer or structural engineer. The results of the investigation showed no easily available sources of structural fill within the project site. There are a few privately owned gravel pits within 100 km of the site, but a more detailed investigation of the available sources should be performed before construction.


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The structural fill should extend laterally 1 m or equal to the full depth of fill (whichever is the greater) beyond the footprint of a grade-supported area. It is important that the fill soils be compacted uniformly across the footing foundation/ slab area in order to minimize the potential of subsequent differential vertical movements.

Structural fill materials should be placed in loose lifts of 150 mm (6 inch) in thickness, be moisture conditioned (wetted or dried) to within ± 2 percent of optimum moisture content, and compacted to and 100% of Standard Proctor Maximum Dry Density (SPMDD) tested in accordance with ASTM Method D 698.

7.6.4 Road base

The well-graded granular sub-base and base materials should conform to the gradation shown in Table 7.1. Placement of the sub-base and base granular fill should not be conducted in freezing conditions.

Both granular base fill material and granular sub-base material should be placed in loose lifts of 150 mm (6 inch) in thickness, be moisture conditioned (wetted or dried) to within ± 2 percent of optimum moisture content, and compacted to and 100% of Standard Proctor Maximum Dry Density (SPMDD) tested in accordance with ASTM Method D 698.

7.6.5 Underground utilities bedding

Bedding material varies for different utilities, and attention should be given to the specifications for the different utilities types. However, well-graded granular base material conforming to the sub-base gradation shown in Table 7.1 may be used as a free draining bedding material or surrounding material for water carrying utilities. Placement of the bedding material should not be conducted in freezing conditions.

7.6.6 Utilities trench backfill

Well-graded granular base material conforming to the sub-base gradation shown in Table 7.1 or another gradation approved by a geotechnical engineer may be used for utilities trench backfill in traffic areas and the general fill described in Section 7.6.2 can be used for utilities backfill in off-road areas.

7.7 Procedures to Mitigate Frost Action in Buried Utilities

The native soil near ground surface consisting of silt and clay is considered to be moderately to highly frost susceptible. Buried utilities that are frost susceptible should have a minimum frost cover of 2.7 m (9.0 ft) if granular backfill (gravel and sand) is used. Utilities buried with less than the recommended soil cover should be protected with insulation to avoid frost effects that may cause damage to the utility pipes. Rigid insulation placed under areas subject to vehicular wheel loads should be provided with a minimum cover of 600 mm (2 ft) of compacted granular base and/or pavement.


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Table 7.1 – Base and sub-base gradation specifications.

7.8 Lateral Earth Pressure Coefficients

The determination of lateral earth pressures will be required for the design of subsurface foundation walls, sumps, retaining walls, etc. Horizontal soil forces should be determined based on “at-rest” (Ko) earth pressure conditions where the horizontal stress is:

h = Kov = KoH

The recommended lateral earth pressure coefficients and unit weights are provide in Table 7.2.

Table 7.2 – Lateral earth pressure coefficients and soil unit weights.

Where the parameters in Table 7.2 are used for estimating horizontal loads on walls backfilled with granular soil, the width of the granular section should be at least 3 m wide at

Sub-Base Type 31 Type 33 Type 6

50 mm 10031.5 mm 10025 mm22.4 mm18 mm 75 - 90 10016 mm12.5 mm 65 - 83 75-1009 mm5 mm 40 - 69 50 - 752 mm 26 - 47 32 - 52 0 - 80900 m 17 - 32 20 - 35400 m 12 - 22 15 - 25 0 - 45160 m 7 - 14 8 - 15 0 - 2071 m 6 - 11 6 - 11 0 - 6

0 - 7 0 - 6 0 - 6Min 50 Min 50Max 5 Max 5

Plasticity Index

Sieve Size

Fractured Face %Lightweight pieces %

Base CoarsePercent Passing by Weight

Note: Adopted from SMHI's Standard Specification Manual.

Soil Type Ko Ka

Total Unit Weight, (kN/m3)

Compacted Granular Fill 0.45 0.29 22

Compacted Cohesive Fill 0.6 0.42 20

Native Silt Till 0.6 0.42 22


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the bottom of the wall and should be sloped upwards at no steeper than 1H:1V away from the wall.

The shape of the lateral pressure distribution will depend on the degree of compaction achieved in the soil backfill against the wall. Where the backfill adjacent to the wall will be compacted to 95 percent of the Standard Proctor Maximum Dry Density (SPMDD) or greater, the design earth pressure should adopt a combined trapezoidal/triangular distribution as per Figure 7.1. The relationships to be used in calculating the lateral pressures are also given in Figure 7.1 and load of typical compactors are given in Table 7.3. Where subdrainage will not be provided, two cases should be considered in the calculation of the lateral pressures:

1) The case immediately following fill placement and compaction, where the groundwater level has not been re-established. In this case the total soil unit weights provided in Table 7.2 should be used.

2) The longer term case where the groundwater level is re-established. In this case

buoyant soil unit weights (’ = – 9.8 kN/m3) should be used to calculate the horizontal stress below the depth of the groundwater level and a hydrostatic pressure component due to water pressure will need to be added.

The greater of case 1) or 2) above should be used for design.

In addition to earth pressure, lateral stresses generated by line, point or surcharge loads, from such as equipment and/or embankment fill, also require consideration in the design of retaining structures. MDH would be pleased to assist with the design of such cases upon request.

To reduce the potential of lateral hydrostatic or frost forces developing due to accumulation of water, it is recommended that clean free-draining, non-frost susceptible granular soil with less than 5 percent particles by weight smaller than 0.08 mm in size, be used as backfill within a minimum 1 m wide zone behind retaining structures. A perforated drainage pipe enclosed in a geotextile sock should be installed along the bottom of the walls with positive drainage to a discharge point. The structural engineer may present other options to deal with the effects of lateral hydrostatic or frost forces acting upon structures. However, it may be noted that shallow groundwater conditions at some locations may prevent the use of some alternatives (i.e. void forms) in the frost zone. In areas that are not paved, the upper 600 mm of backfill should consist of inorganic clay fill, to reduce the potential of surface water infiltration behind the wall. The ground or pavement surface should be graded to promote positive drainage away from the wall.


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For Zc ≤ Z ≤ d,

For Z > d,

= soil unit weight

K = Ko (see report text)

,

see also table Table 7.3 for typical compactor load

Figure 7.1 – Horizontal pressure on walls induced by compaction effort.

Table 7.3 – Typical compaction equipment data for estimating compaction-induced

loads.

Zc

Z

d

'h

'h

Equipment TypeDead Weight of

Roller (kN)Centrigugal Force

(kN)Roller Width

(mm)P (kN/m)

Single-drum walk-behind 2.3 8.3 560 18.9

Dual-drum walk-behind 1.6 10.1 560 20.9




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7.9 Frost Penetration Depth

The observed frozen ground depth during previous preliminary geotechnical drilling in February 2010 and March 2010 was approximately 1.8 m to 2.7 m (6 ft to 9 ft) below grade. The frost depths calculated by the modified Berggren equation given by CFEM are summarized in Table 7.4.

Table 7.4 – Calculated frost penetration depth under various surface covers.

7.10 Foundations

7.10.1 Shallow Foundations

Boreholes M2112-06, M2112-07, M2112-11, M2112-17 and M2112-18 were drilled at the location of the proposed plant site. The soil below 2.7 mBGS (9.0 ft) was firm clay to very stiff sill till. The future shallow foundations are assumed to be founded on stiff to very stiff till. The firm clay shall be replaced with sub-base material specified in Table 7.1 and compacted in accordance with Section 7.6 of this report.

If shallow foundations are selected by the foundation designer, it is recommended that the shallow foundations be founded below the estimated depth of frost penetration at 2.7 m (9.0 ft) to avoid frost heave. It is recommended that provisions be made for drainage around the foundation perimeter, to the depth of maximum frost penetration. However, the shallow foundation may be founded at a shallower depth if the superstructure can tolerate seasonal vertical movement. A properly designed thermal shield around the future building may also help to reduce the foundation depth.

The recommended allowable bearing capacity for a square and strip footing foundation from 0.0 m (0.0 ft) below ground to 4.6 m (15.0 ft) below ground and under are presented in Table 7.5. The recommended serviceability limited state (SLS) allowable bearing capacity is based on foundation settlement less than 25 mm (1 inch). For ultimate limit state (ULS) design, a resistance factor of 0.5 shall be applied on the ultimate bearing capacities given in the table. The self weight of the shallow foundation should be considered when determining the total capacity of the foundation.

(mBGS) (ftBGS)10 2.5 8.325 2.7 9.0

Frost Penetration DepthReturn Period (years)


M2112-2840010 Page 25

Table 7.5 – Ultimate and allowable bearing capacity for shallow foundations.

Recommendations for shallow foundations are as follows:

It is anticipated that groundwater inflow may be encountered at shallow depths below ground during wet periods should shallow foundations be selected as the desired option. This is expected to represent challenges for the construction of shallow foundations, as it may be necessary to dewater any excavations prior to concrete forming and pouring and/or include construction of a concrete mud slab.

It may be possible to construct a mat foundation at a relatively deeper depth (floating foundation). Should this option be selected, adequate measures will be required to keep the excavation free of water during construction. General recommendations for dewatering in a temporary excavation are given in Section 7.3.5 of this report. Shoring and/or bracing may also be required in order to reduce the excavation area or excavation volume. If so required, MDH will prepare additional recommendations for dewatering and shoring at Fortune Mineral’s request.

The exposure of concrete to sulphate attack is classified as moderate to very severe at the site. A designer competent in concrete mix design should complete the concrete mix specifications.

The self weight of the foundation shall be considered when determining the total capacity of the foundation.

The recommended coefficient of friction, at the base of footing is 0.38.

Shallow footing foundations may experience settlement after construction. The total settlement will be affected by the size, shape and founding depth of the footing, rigidity of the footing, geology and soil characteristics. The estimated total settlement vs. applied pressure for various sizes of square footings founded at 3 m (10 ft) below ground is provided in Figure 7.2.

(m) (ft)

0 to 1.5 0 to 5 450 1501.5 to 3.0 5 to 10 600 2003.0 to 4.6 10 to 15 750 250

4.6 and below 15 and below 1020 250

Depth Below GroundUltimate Bearing Capacity

(kPa)

Allowable Bearing Capacity (Estimated Settlement < 25 mm)

(kPa)


M2112-2840010 Page 26

Figure 7.2 – Estimated settlement vs. applied presure for various sized square footing

found at 10 ft below ground.

7.10.2 Grade Supported Floor Slabs

It is anticipated that a grade supported floor slab may be required as part of the construction work, which should be supported on a prepared subgrade as recommended in Section 7.5 of this report. The recommended allowable bearing capacity of a grade supported floor slab shall follow the recommended values given in Table 7.5.

It should be recognized that exterior grade-supported slabs will be subjected to vertical movements due to frost action and therefore such slabs should be free floating and should not be tied into the grade beams, pile caps or the interior slabs. Where the vertical movement of equipment or facilities on grade supported concrete slabs will be critical to operations, consideration should be given to the installation of structural floor systems supported on separate foundations. The silt near ground surface has medium to high swelling potential and the total volume change can be up to 15% and the clay near ground surface has very high swelling potential, the total volume change can be up to 40% (After Holtz and Gibbs, 1956).

0

5

10

15

20

25

30

35

40

45

50 100 150 200 250 300 350

Estim

ated Settlem

ent (m

m)

Applied Pressure (kPa)

12 ft

10 ft

8 ft

6 ft


M2112-2840010 Page 27

Mechanical equipment supported on the floor slab should contain provisions for re-leveling. Piping and electrical conduits should be laid out to permit some flexibility. A designer competent in concrete mix design should complete the specifications for the concrete mix.

7.10.3 Pile Foundations

Pile foundations may be selected for the support of the plant buildings. The use of bored cast-in-place concrete friction-type piles is anticipated due to the soil characteristics of the site. Driven steel pile and continuous helical screwed piles may not be suitable options due to the potential presence of rock in the glacial till soil. The ultimate and allowable skin friction and end bearing values for general pile design are given in Table 7.6.

Table 7.6 – General design parameters for bored, cast-in-place pile foundations.

The above values are considered applicable for downward (compressive) static loads. The factored geotechnical axial capacity at ultimate limit states (ULS) should be taken as the ultimate axial capacity multiplied by the geotechnical resistance factor of 0.4 for compression and 0.3 for tension.

The following recommendations for cast-in-place pile design should be considered:

It is recommended to limit the pile depth to 13.7 m (45 ft) below ground level, as there is a wet sand layer at approximately 15.2 m (50 ft) below ground.

For resistance of uplift loads (such as frost), it is recommended to use 70 percent of the allowable static skin friction parameters provided.

The self weight of the pile should be considered when determining the total capacity of the pile.

Shaft friction should be neglected in the upper 1.5 m (5 ft) of the pile below finished ground surface due to soil desiccation effects. Should fill soils be encountered, the skin friction should be neglected for the entire depth of fill and the pile lengthened accordingly.

Piles subjected to dynamic loads or uplift loads including frost should have a minimum length of 6.0 m (19.7 ft) and should be reinforced over their entire length.

(m) (ft)

0 to 10 0 to 3.0 - - - -10 to 15 3.0 to 4.6 50 25 750 25015 to 35 4.6 to 10.7 66 33 1275 425

35 and below 10.7 and below 75 37 1800 600

Ultimate End Bearing Capacity

(kPa)

Allowable End Bearing

Capacity (FS=3.0)

Depth Below GroundUltimate

Shaft Resistance

(kPa)

Allowable Shaft

Resistance (FS=2.0)


M2112-2840010 Page 28

There is a potential for seepage and/or sloughing during pile drilling of bored concrete pile. It is recommended to have casing available on site and if necessary, to control groundwater seepage and/or caving conditions.

Concrete shall be fed to the bottom of the drilled shaft by pumping and filled from bottom up or, using the free fall method or, another method approved by the structural engineer. If the free fall method is used, the concrete must be poured through a centering chute, making it fall down the centre of the hole, so that it does not hit the reinforcing steel or the side of the shaft. This results in adequate compaction below the upper 1.5 m. Vibration of the concrete in the upper 3.0 m near ground surface is required to produce uniform strength concrete.

Pile excavations should be filled with concrete as soon as possible after drilling of the pile hole to reduce the risk of groundwater seepage and/or sloughing soil.

Water should not be allowed to accumulate in the pile excavation and should be removed by pumping prior to pouring concrete.

It is recommended that the installation of piles be monitored by qualified geotechnical personnel to verify that the piles are properly installed and embedded into the appropriate soil stratum.

The recommendations provided herein, for the design and construction of pile foundations should be reviewed and revised as required, once the structures and grade elevations have been identified and established.

Pile Group Effects

If pile groups are required to achieve the required structural capacity, the minimum centre-to-centre pile spacing for cast-in-place concrete piles should be 3 times the pile diameter.

The group efficiency of a friction pile group will be affected by the number of piles, the pile layout and pile diameters.

Group efficiency factors for compressive loads need not be applied to groups of two or three piles, however, reduction in pile capacity would be required for larger groups. For centre-to-centre pile spacing greater than 7 pile diameters, the group efficiency is equal to 1.0 (i.e., no reduction in pile capacity for group effect). Group efficiency values are presented in Table 7.7 for some typical pile groups. MDH is available for further consultation on the issue of pile group efficiency if required, once a preliminary pile layout is determined.


M2112-2840010 Page 29

Table 7.7 – Typical group efficiency for 3x3 and 9x9 pile groups (After NAVFAV 7.02).

7.10.4 Frost Action and Foundations

The volume increase that occurs when water changes to ice is one of the causes of frost heave, but it is also recognized that a phenomenon known as ice segregation is the predominant mechanism: water is drawn from unfrozen soil to the freezing zone where it accumulates to form layers of ice, forcing soil particles apart and causing the soil surface to heave.

A different form of frost action, called ‘adfreezing’, occurs when soil freezes to the surface of a foundation. Heaving pressures developing at the base of the freezing zone are transmitted through the adfreezing bond to the foundation, producing uplift forces capable of appreciable vertical displacements. Relatively little is known of the magnitude of the forces that may be generated, but bond strengths of adfreezing of 100 kPa (15 lb/in2) for steel surfaces and 70 kPa (10 lb/in2) for wood and concrete have been measured.

It is recommended that void forms be used below grade beams (considering also the depth of frost penetration and location of the water table), and that they be designed to accommodate the possible jack force and volume change due to frost heave below the structure. The recommended minimum thickness of the void is 75 mm (3.0 inch). The finished grade adjacent to each grade beam should be capped with well compacted clay or other low permeable material and sloped away so that the surface runoff is not allowed to infiltrate and collect in the void space. If water is allowed to accumulate in the void space, the beneficial effect will be negated and frost heaving pressures will occur.

7.11 Seismic Design Ground Motions

7.11.1 Seismic Considerations

The Canadian Foundation Engineering Manual (Canadian Geotechnical Society 2006) emphasizes that earthquake shaking is an important source of external load that must be considered in the design of civil engineering structures. The level of importance of earthquake loading at any given site is related to factors such as the subsoil conditions and

Pile Group

Centre-to Centre Pile Spacing (pile diameter)

Pile Length (m)

Pile Diameter (m)

Group Efficiency

3x3 3 22 0.45 0.759x9 3 22 0.45 0.713x3 4 22 0.45 0.809x9 4 22 0.45 0.773x3 3 11 0.45 0.809x9 3 11 0.45 0.763x3 4 11 0.45 0.879x9 4 11 0.45 0.85


M2112-2840010 Page 30

behaviour, the 2005 National Building Code of Canada (NBCC) (National Research Council of Canada, 2005) are based on a 2% probability of exceedance in 50 years (return period of 2,475 years). This means that within a 50 year period, there is a 2% chance that the ground motions specified in the 2005 NBCC will be exceeded.

7.11.2 Site Soil Classification

The site soil classification was determined from the energy-corrected average Standard Penetration resistance (N60). Based on the results of the subsurface exploration, the site is classified as Class C (i.e., very dense soil and soft rock profile or N60 > 50).

7.11.3 Site Spectral Acceleration

The parameters used to represent seismic hazard for specific geographical locations are the 5% damped spectral acceleration values, Sa(T), for 0.2, 0.5, 1.0, and 2.0 second periods and the Peak Horizontal Ground Acceleration (PHGA) value that have a 2% probability of being exceeded in 50 years.

In order to determine the design spectral acceleration values for the project site, the PHGA and the 5% damped spectral response acceleration values for the reference ground conditions (Site Class C) (i.e., very dense soil and soft rock profile or N60 > 50) need to be determined. Using the 2005 NBCC seismic hazard value interpolator obtained from the Natural Resources Canada website, the spectral acceleration values corresponding to the Class C soil profile were obtained. The spectral acceleration values for the reference ground conditions are tabulated in Table 7.8.

Table 7.8 – Damped spectral acceleration for 2% probability of exceedance in 50

Years.

7.11.4 Uniform Hazard Spectra

The four spectral parameters, including the PHGA define the Uniform Hazard Spectra (UHS). The UHS for the reference ground conditions (Class C) is shown in Figure 7.3.

0

0.2

0.5

1.0

2.0 0.006

Spectral Acceleration as a fraction of gravityPeriod (Sec)

Reference site Class C (Very dense soil and soft rock)

0.059

0.116

0.056

0.023


M2112-2840010 Page 31

Figure 7.3 – Uniform hazard spectrum for 2% probability of exceedance in 50 Years.

7.12 Modulus of Vertical Subgrade Reaction, ks

The modulus of subgrade reaction, ks is a conceptual relationship between soil pressure and deflection that is widely used in the structural analysis of foundation members. The modulus of vertical subgrade reaction can also be determined by using the testing result from plate loading test on site. However, the foundation designer may approximate the ks by the following formula:

ks = 40 x FOS x qa

where:

FOS = Factor of Safety = 3.0 qa = allowable bearing capacity = recommended values in Table 7.5.

MDH is available to provide plate loading test consulting service for the determination of the field measured subgrade reaction if required by Fortune Minerals.

7.13 Modulus of Horizontal Subgrade Reaction, kh

The horizontal subgrade reaction, ks for fine grained soils from 0 m (0 ft) to 3.0 m (10 ft) below ground, kh = 6,700 kN/m3 and the fine grained silt till from 3.0 m (10 ft) and below, kh = 15,000 kN/m3.

Please note that the above values of kh are appropriate for pile deflections at the ground line of 6 mm or less. For larger ground line deflections, these values may need to be reduced to account for the non-linear response of the soil adjacent to the pile. If the lateral loads are

0.00

0.02

0.04

0.06

0.08

0.10

0.12

0.14

0 0.5 1 1.5 2

Spectral A

cceleration, 5% dam

ped (g)

Period (seconds)

Reference Ground Conditions (Site Class C)

Reference Ground Conditions (Site Class C)


M2112-2840010 Page 32

large and critical (with ground line deflections exceeding 6 mm), the analysis of laterally loaded piles should be conducted using a method that takes into account non-linear soil response such as Reese’s method of p-y curves. MDH is available to provide p-y curves if required by Fortune Minerals.

The Group reduction factor for kh is summarized in Table 7.9.

Table 7.9 – Group reduction factor for modulus of horizontal subgrade reaction, kh.

The recommended modulus of subgrade reaction are for both vertical pile and batter pile.

7.14 Foundation Concrete

The water-soluble sulphate content of six representative soil samples was determined in the laboratory by ALS Group in Saskatoon, SK. The tests showed the presence of 58 mg/L to 15,182 mg/L of water-soluble sulphate (SO4) content in the soil samples, indicating that there is a moderate to very severe degree of exposure to sulphate attack as per Table 3.0 of CSA A23.1-04. A wide variety of CSA concrete types (HS, HSb, MS, MSb and LH) were recommended in the table.

The recommendations stated above for the subsurface concrete at this site may require further additions and/or modifications due to structural, durability, service life or other considerations which are beyond the geotechnical scope. A designer competent in concrete mix design should complete the specifications for the concrete mix.

In addition, if imported fill material is required to be used at the site and will be in contact with concrete, it is recommended that the fill soil be tested for sulphate content to determine whether the above-stated recommendations remain valid.

7.15 Paved Areas

7.15.1 Pavement Subgrade Strength

The characteristic material property of subgrade soils used for pavement design is the resilient modulus (MR). The MR is defined as a measure of the elastic property of a soil

(after Davisson, 1970)

0.70

1.00

Centre-to-Centre Pile Spacing in Direction of

Load

Group Reduction Factor for Modulus of Subgrade

Reaction

3d

4d

6d

8d

0.25

0.40


M2112-2840010 Page 33

recognizing selected non-linear characteristics. Using the Group Index of soil to determine the California Bearing Ratio (CBR) and MR is a standard method use in Saskatchewan. A separate report will provide pavement surfacing design for the site roadways and parking areas.

8.0 Construction Control and Monitoring

All recommendations presented in this report are based on the assumption that full time inspection, monitoring, and control testing are provided by qualified geotechnical personnel(s) during site grading and clearing, construction and foundation installation. Hence, quality control should be provided as follows:

Full time inspection during site grading, clearing and excavation to verify the removal of unsuitable materials.

Full time in-situ density and moisture content testing should be carried out during subgrade preparation, and placement of fill.

Full time in-situ density and moisture content testing should be provided during utility backfill.

Full time inspection during footing or pile construction.


M2112-2840010 Page 34

9.0 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 35

10.0 References

Canadian Geotechnical Society (CGS), 2006, Canadian Foundation Engineering Manual 4th Edition. 488 pp.

CSA A23.1-04, Concrete materials and methods of concrete construction, CSA, 2004

Earthquakes Canada website (http://earthquakescanada.nrcan.gc.ca), accessed January 8, 2008.

NBCC, 2005, User’s Guide – NCB 2005, Structural Commentaries (Part 4 of Division B). Canadian Commission on Building and Fire Codes. National Research Council of Canada.

Donald P Coduto, Foundation Design, Principles & Practices, 2nd Ed. Prentice Hall Inc. ISBN 0-13-589706-8.

Pavement Design Manual, Alberta Transportation and Utilities, Edition 1, June 1997.

Pile Design and Construction Practise, M J Thomlinson, First Ed. Chapman & Hall.

Bowles J E, Foundation Analysis and Design, Fifth Ed. McGraw-Hill International Ed., ISBN 0-07-118844-4.

National Research Council Canada website, Canadian Building Digest, (http://irc.nrc-rc.gc.ca/pubs/cbd/cbd182_e.html), (http://irc.nrc-cnrc.gc.ca/pubs/cbd/cbd128_e.html) and (http://irc.nrc-cnrc.gc.ca/pubs/cbd/cbd156_e.html), CBD-128, CBD-182 and CBD-156, NRC-CNRC.

Foundation and Earth Structures, Design Manual 7.02, 1986, Naval Facilities Engineering Command.


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

1:150,000PRODUCED 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

M2112-2840010S. 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

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313635 31

35 3232 353433 34 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 LOCATIONMAJOR HIGHWAYRAILWAY

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

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!N&

!N&

!N&

!N&

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!(

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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

M2112-22M2112-19

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

M2112-24M2112-25M2112-26

M2112-27

M2112-29 M2112-30M2112-31

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 PLANM2112-2840010M2112-21-28

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 LAYOUTRAILWAY

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-W3M2112-01B 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-W3M2112-02A 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-W3M2112-02B 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-W3M2112-03A 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-W3M2112-03B 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-W3M2112-04A 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-W3M2112-04B 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-W3M2112-05A 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-W3M2112-26 TEST PIT 370,187.15 5,802,406.73 SE11-14-39-07-W3M2112-27 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-W3M2112-06 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-W3M2112-07 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-W3M2112-08 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-W3M2112-09 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-W3M2112-10 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-W3M2112-11 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-W3M2112-12 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-W3M2112-13 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-W3M2112-14 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


APPROXIMATE SASKTEL LINE LOCATION

522.75

522.5

523.25

522.25

523.5

521.75

521.5

521.25

523.75

520.75

521.5

521.25

522.75

523.75

522.5

522.25

522.25

521.75

521.5

522.75

522.5

521.5

523.25

522.75

522.75

523.7

5

521.5

522.25

521.5

522.75

521.75

521.75 522.75

523.2

5

521.5

523.75

522.5

521.75

523.25

521.5

522.75

523.75

521.75 521.25

522.75

522.25

523.25

522.5

521.75

522.25

521.5

522.75

521.5

521.75

522.5

521.75

522.5

521.75

522.75

522.5

522.75

522.75

521.25

522.25

521.5

523.25

522.25

523.5

521.5

522.5

521.75

522.5

522.75

522.5

522.75

523.75

522.5

523.25

522.5

523.5

522.25

522.75

523.5523

.5

521.5

521.75

522.25

521.25

523.5

521.75

522.25

521.25

521.75

522.7

5

523.2

5

521.75

523.75

521.5

523.5

523.75

521.75

521.5

521.25

522.25

521.75

522.7

5

523.2

5

521.25

521.25

523.25

521.25

523.25

522.2

5

521.75

522.5

522.5

522.75

522.25

521.5

522.25

522.25

521.552

2.75

523.25

522.25

523.5

523.5

521.5

522.5

521.75

523.25

521.5

521.25

523

522

521

524

522

522

521

523

523

523

523

522

522 522

522

521

521

522

524

522

523

522

521

521

523

524

522

523

522

523

522

522

523

522

522

522

522

523

522

524

522521

522

523

522

522

523

522

523

522

522523

523

523

523

523

523

522

522.75

522.5

523.25

522.25

523.5

521.75

521.5

521.25

523.75

520.75

521.5

521.25

522.75

523.75

522.5

522.25

522.25

521.75

521.5

522.75

522.5

521.5

523.25

522.75

522.75

523.7

5

521.5

522.25

521.5

522.75

521.75

521.75 522.75

523.2

5

522.25

521.5

523.75

522.5

521.75

523.25

521.5

522.75

523.75

521.75 521.25

522.75

522.25

523.25

522.5

521.75

522.25

521.5

522.75

521.5

521.75

522.5

521.75

522.5

521.75

522.75

522.5

522.75

522.75

521.25

522.25

521.5

523.25

522.25

523.5

521.5

522.5

521.75

522.5

522.75

522.5

522.75

523.75

522.5

523.25

522.5

523.5

522.25

522.75

523.5523

.5

521.5

521.75

522.25

521.25

523.5

521.75

522.25

521.25

521.75

522.7

5

523.2

5

521.75

523.75

521.5

523.5

523.75

521.75

521.5

521.25

522.25

521.75

522.7

5

523.2

5

521.25

521.25

523.25

521.25

523.25

522.2

5

521.75

522.5

522.5

522.75

522.25

521.5

522.25

522.25

521.552

2.75

523.25

522.25

523.5

523.5

521.5

522.5

521.75

523.25

521.5

521.25

523

522

521

524

522

522

521

523

523

523

523

522

522 522

522

521

521

522

524

522

523

522

521

521

523

524

522

523

522

523

522

522

523

522

522

522

522

523

522

522

524

522521

522

523

522

522

523

522

523

522

522523

523

523

523

523

523

522

NE-14-39-07-W3

NW-14-39-07-W3

370,000

370,000

370,500

370,500

371,000

371,000

5,802

,500

5,802

,500

5,803

,000

5,803

,000

SCALE 1:4,000 DATEDESIGN BYDRAWN BYAPPROVED BY

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

CLIENT

PRODUCED BY

PROJECT No.

TITLE

FIG. No.DRAWING No.

SITE GROUND ELEVATION CONTOUR PLAN

M2112-2840010M2112-21-21

A3

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.

³ Legend

0.25 METER GROUND ELEVATION CONTOUR (masl)PROPOSED SITE LAYOUT


MAJOR CONTOURMINOR CONTOUR



Appendix B Borehole Logs and Test Pit Logs



Appendix C Ground Resistivity Test Results

GROUND RESISTIVITY TEST DISTRIBUTION

M2112 Fortune Mineral Ltd.

1. Test configuration

2. Coordinates

Point E N

A 370193 5802492

GROUND RESISTIVITY TEST


Test Traverse 1

Location Langham, Saskatchewan

Date 07 May 2010

Time 2:48 PM

Weather Sunny/Clear

Brief Description of terrain: Generally flat

Inter-pin

Spacing a

(m)

C Pin Depth

(cm)

P Pin Depth

(cm)

Apparent Resistivity

(Ω-m)

0.1 3.0 1.0 114.4

0.2 3.0 1.0 102.8

0.3 3.0 1.0 98.4

0.5 10.0 5.0 72.7

0.7 10.0 5.0 64.3

1.0 10.0 5.0 50.8

1.5 30.0 15.0 39.6

2.0 30.0 15.0 32.0

3.0 30.0 15.0 26.6

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 50.0 100.0

Pro

be

Sp

aci

ng

(m

)

Resistivity (ΩΩΩΩ-m)

N

E

a a a

C1 P1 P2 C2

A M N B

TRAVERSE 4

TRAVERSE 3

TR

AV

ER

SE

1

A



Test Traverse 2


Date 07 May 2010

Time 3:18 PM

Weather Sunny/Clear


Inter-pin

Spacing a

(m)

C Pin Depth

(cm)

P Pin Depth

(cm)

Apparent Resistivity (Ω-

m)

0.1 3.0 1.0 92.8

0.2 3.0 1.0 101.4

0.3 3.0 1.0 83.8

0.5 10.0 5.0 65.8

0.7 10.0 5.0 48.7

1.0 10.0 5.0 40.8

1.5 30.0 15.0 33.9

2.0 30.0 15.0 29.5

3.0 30.0 15.0 21.4



Test Traverse 3


Date 07 May 2010

Time 3:40 PM

Weather Sunny/Clear


Inter-pin

Spacing a

(m)

C Pin Depth

(cm)

P Pin Depth

(cm)

Apparent Resistivity (Ω-

m)

0.1 3.0 1.0 107.1

0.2 3.0 1.0 116.4

0.3 3.0 1.0 98.1

0.5 10.0 5.0 80.5

0.7 10.0 5.0 71.3

1.0 10.0 5.0 57.3

1.5 30.0 15.0 39.3

2.0 30.0 15.0 29.2

3.0 30.0 15.0 18.5

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 50.0 100.0

Pro

be

Sp

aci

ng

(m

)


0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 50.0 100.0

Pro

be

Sp

aci

ng

(m

)




Test Traverse 4


Date 07 May 2010

Time 4:00 PM

Weather Sunny/Clear


Inter-pin

Spacing a

(m)

C Pin Depth

(cm)

P Pin Depth

(cm)


(Ω-m)

0.1 3.0 1.0 136.4

0.2 3.0 1.0 104.0

0.3 3.0 1.0 80.5

0.5 10.0 5.0 70.7

0.7 10.0 5.0 65.4

1.0 10.0 5.0 47.1

1.5 30.0 15.0 37.1

2.0 30.0 15.0 30.7

3.0 30.0 15.0 27.7



Test Traverse 5


Date 07 May 2010

Time 4:14 PM

Weather Sunny/Clear


Inter-pin

Spacing a

(m)

C Pin Depth

(cm)

P Pin Depth

(cm)


(Ω-m)

0.1 3.0 1.0 85.1

0.2 3.0 1.0 88.4

0.3 3.0 1.0 100.1

0.5 10.0 5.0 101.0

0.7 10.0 5.0 87.2

1.0 10.0 5.0 68.9

1.5 30.0 15.0 51.4

2.0 30.0 15.0 36.3

3.0 30.0 15.0 23.6

0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 50.0 100.0

Pro

be

Sp

aci

ng

(m

)


0.0

0.5

1.0

1.5

2.0

2.5

3.0

0.0 50.0 100.0

Pro

be

Sp

aci

ng

(m

)




Appendix D Laboratory Testing Results

Unified Soil Classification

(ft) (m)Gravel

(%)San

d (%)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-02 3.0 0.9 - - - - - - - - - - - - - 12.92 - - -

CTS-04 9.0 2.7 - - - 2 43 40 15 CL 2.62 13.0 25.7 12.7 CL 12.60 - - -

CTS-06 13.0 4.0 2020 2259 22.1 - - - - - - - - - - - 282 - -

CTS-09 15.5 4.7 - - - 0 48 37 15 CL 2.63 13.4 26.5 13.1 CL 12.29 - - -

CTS-12 23.0 7.0 - - - 1 43 39 17 CL 2.70 13.7 27.6 13.9 CL 9.82 - - -

CTS-13 25.5 7.8 2002 2201 21.6 - - - - - - - - - - - 321 - -

CTS-18 33.0 10.1 - - - 3 41 39 17 CL - 13.3 27.8 14.5 CL 11.72 - - -

CTS-21 46.5 14.2 2058 2301 22.5 - - - - - - - - - - - 730 - -

CTS-28 4.5 1.4 - - - 0 3 32 65 CL 2.66 28.5 79.5 51.0 CH 28.98 - - -

CTS-32 12.0 3.7 - - - 3 40 39 18 CL 2.59 12.2 29.4 17.2 CL 12.54 - - -

CTS-33 14.0 4.3 - - - - - - - - - - - - - 12.93 - - -

CTS-39 26.5 8.1 2071 2272 22.3 - - - - - - - - - - - 407 - -

CTS-40 28.0 8.5 - - - 2 44 38 16 CL 2.72 12.2 26.9 14.7 CL 9.66 - - -

CTS-52 52.0 15.8 - - - 3 41 37 19 CL 2.59 11.6 27.4 15.8 CL 9.61 - - -

CTS-54 61.5 18.7 2133 2311 22.6 - - - - - - - - - - - 421 - -

CTS-59 7.0 2.1 - - - 0 1 66 33 CL 2.71 23.2 50.9 27.7 CH 33.41 - - -

CTS-60 9.0 2.7 1592 1953 19.1 - - - - - - - - - - - 123 - -

CTS-63 12.5 3.8 - - - 1 40 41 18 CL 2.67 12.5 26.0 13.5 CL 12.78 - - -

CTS-68 24.0 7.3 2103 2300 22.5 - - - - - - - - - - - 518 - -

CTS-74 38.0 11.6 - - - 2 41 35 22 CL 2.66 13.2 27.6 14.4 CL 12.09 - - -

CTS-79 49.0 14.9 - - - 2 40 38 20 CL 2.66 13.8 25.3 11.5 CL 11.04 - - -

CTS-82 56.5 17.2 2067 2253 22.1 - - - - - - - - - - - 513 - -

CTS-84 3.0 0.9 - - - - - - - - - - - - - 9.62 - - -

CTS-86 7.5 2.3 - - - 3 44 37 16 CL 2.59 12.4 24.6 12.2 CL 10.00 - - -

CTS-92 21.5 6.6 2063 2236 21.9 - - - - - - - - - - - 680 - -

CTS-94 25.0 7.6 - - - 3 43 37 17 CL 2.66 11.5 25.4 14.0 CL 10.82 - - -

CTS-99 34.0 10.4 - - - 2 43 37 18 - 2.67 - - - - 11.46 - - -

CTS-107 59.5 18.1 - - - 0 85 10 5 - 2.63 - - - - 19.59 - - -

CTS-108 1.5 0.5 - - - 0 74 19 7 SC/SM - - - - - - - - -

CTS-110 6.5 2.0 - - - - - - - - - - - - - 25.44 - - -

CTS-111 9.0 2.7 - - - 0 1 66 33 SC 2.61 22.5 50.8 28.4 CH 36.22 - - -

CTS-113 13.5 4.1 - - - 1 34 44 21 CL 2.67 14.1 31.1 17.0 CL 15.38 - - -

CTS-115 19.0 5.8 2081 2274 22.3 - - - - - - - - - - - 664 - -

CTS-117 24.0 7.3 - - - 4 41 37 18 CL 2.64 12.8 23.6 10.8 CL 11.14 - - -

CTS-130 54.0 16.5 - - - 3 38 39 20 CL 2.66 12.9 25.4 12.4 CL 9.38 - - -

CTS-137 8.0 2.4 - - - 2 44 37 17 CL 2.64 13.4 26.6 13.2 CL 11.83 - - -

CTS-140 14.0 4.3 - - - - - - - - - - - - - 10.92 - - -

CTS-141 16.5 5.0 2056 2287 22.4 - - - - - - - - - - - 286 - -

CTS-143 19.0 5.8 - - - 2 49 33 16 SC 2.68 13.5 22.6 9.1 CL 9.34 - - -

CTS-145 22.0 6.7 - - - 10 51 29 10 - 2.71 - - - - - - - -

CTS-257 34.0 10.4 - - - 3 42 33 22 CL 2.66 12.8 30.5 17.7 CL 11.49 - - -

AL0101 1.5 0.5 - - - - - - - - - - - - 32.38 - - -

AL0102 3.0 0.9 - - - 5 59 - - 10.3 29.3 19.0 CL 12.30 - 2 -

AL0103 4.5 1.4 - - - - - - - - - - - - - 11.17 - - -

AL0104 6.0 1.8 - - - - - - - - - 12.8 26.5 13.7 CL 11.22 - - -

AL0105 7.5 2.3 - - - - - - - - - - - - - 11.54 - - -

AL0106 9.0 2.7 - - - - - - - - - - - - - 10.74 - - -

AL0201 1.5 0.5 - - - - - - - - - - - - 22.30 - - -

AL0202 3.0 0.9 - - - 0 10 22.1 59.2 37.1 CH 22.93 - 19.8 -

AL0203 4.5 1.4 - - - - - - - - - - - - - 29.86 - - -

AL0204 6.0 1.8 - - - - - - - - - - - - - 33.49 - - -

AL0205 7.5 2.3 - - - - - - - - - - - - - 32.15 - - -

AL0206 9.0 2.7 - - - - - - - - - - - - - 32.55 - - -

CTS-500 2.0 0.6 - - - - - - - - - - - - - 13.34 - - -

CTS-501 3.5 1.1 - - - 1 6 - - 21.2 84.2 63.0 CH 25.32 - 20 2.5

CTS-502 5.5 1.7 - - - - - - - - - - - - - 13.32 - - -

CTS-503 10.5 3.2 - - - - - - - - - - - - - 10.62 - - -

M2112-06

Table D1 - Summary of Laboratory Test Results

Wa

ter

Co

nte

nt

(%)

Un

co

nfi

ne

d

Co

mp

res

sio

n

Str

en

gth

, q

u (

kP

a)

Borehole No.

Sample I.D.

Depth

Dry

De

ns

ity

(k

g/m

3)

Bu

lk D

en

sit

y (

kg

/m3) Grain Size Atterberg Limits

Sp

ec

ific

Gra

vit

y

(f

ine

Ma

teri

al)

Un

it W

eig

ht

(kN

/m3)

M2112-07

M2112-08

M2112-09

M2112-11

M2112-23

M2112-10

Gro

up

In

de

x

CB

R

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

M2112-22

M2112-2493

36

90

Unified Soil Classification

(ft) (m)Gravel

(%)San

d (%)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) W

ate

r C

on

ten

t (%

)

Un

co

nfi

ne

d

Co

mp

res

sio

n

Str

en

gth

, q

u (

kP

a)

Borehole No.

Sample I.D.

Depth

Dry

De

ns

ity

(k

g/m

3)

Bu

lk D

en

sit

y (

kg

/m3) Grain Size Atterberg Limits

Sp

ec

ific

Gra

vit

y

(f

ine

Ma

teri

al)

Un

it W

eig

ht

(kN

/m3)

Gro

up

In

de

x

CB

R

CTS-504 2.0 0.6 - - - - - - - - - - - - - 13.87 - - -

CTS-505 2.5 0.8 - - - - - - - - - - - - 3.93 - - -

CTS-506 5.0 1.5 - - - 0 1 - - 20.6 40.2 19.6 CL 24.82 - 11.9 4.6

CTS-507 6.0 1.8 - - - - - - - - - 9.2 27.9 18.7 CL 10.14 - - -

CTS-508 8.5 2.6 - - - - - - - - - - - - - 11.61 - - -

CTS-509 1.5 0.5 - - - - - - - - - - - - - 20.94 - - -

CTS-510 2.0 0.6 - - - - - - - - - - - - - 5.08 - - -

CTS-511 4.0 1.2 - - - 2 12 - - 26.2 60.8 34.6 CH 28.37 - 20 2.5

CTS-512 7.0 2.1 - - - - - - - - - - - - - 12.81 - - -

CTS-513 9.5 2.9 - - - - - - - - - - - - - 11.15 - - -

CTS-514 1.0 0.3 - - - - - - - - - - - - - 17.35 - - -

CTS-515 2.0 0.6 - - - 4 42 - - 11.3 27.9 16.6 CL 14.22 - 6.3 6.7

CTS-516 5.0 1.5 - - - - - - - - - 9.6 27.0 17.4 CL 10.81 - - -

CTS-517 10.0 3.0 - - - - - - - - - - - - - 12.87 - - -

CTS518 1.0 0.3 - - - - - - - - - - - - - 8.11 - - -

CTS519 4.0 1.2 - - - 5 59 - - 11.9 28.7 16.8 CL 15.32 - 1.6 -

CTS520 9.0 2.7 - - - - - - - - - 10.3 26.2 15.9 CL 12.07 - - -

CTS521 10.0 3.0 - - - - - - - - - - - - - 12.09 - - -

CTS522 1.5 0.5 - - - 0 34 - - 19.7 35.6 15.9 CL 23.98 - 8.5 -

CTS523 2.0 0.6 - - - - - - - - - - - - - 4.34 - - -

CTS524 2.5 0.8 - - - - - - - - - - - - - 5.93 - - -

CTS525 7.0 2.1 - - - - - - - - - 13.3 27.5 14.2 CL 13.56 - - -

CTS526 1.0 0.3 - - - - - - - - - - - - - 21.84 - - -

CTS527 4.0 1.2 - - - 0 4 - - 26.2 50.9 24.7 CH 29.83 - 16.1 -

CTS528 7.0 2.1 - - - - - - - - - - - - - 23.46 - - -

CTS529 8.5 2.6 - - - - - - - - - - - - - 17.69 - - -

CTS530 1.5 0.5 - - - - - - - - - - - - - 10.32 - - -

CTS531 4.0 1.2 - - - 0 13 - - 23.6 54.8 31.2 CH 18.44 - 19 -

CTS532 7.0 2.1 - - - - - - - - - - - - - 30.31 - - -

CTS533 11.5 3.5 - - - - - - - - - - - - - 11.39 - - -

CTS534 2.0 0.6 - - - - - - - - - - - - - 25.78 - - -

CTS535 4.0 1.2 - - - 0 2 - - 17.3 48.8 31.5 CL 11.75 - 17.8 -

CTS536 7.0 2.1 - - - - - - - - - - - - - 8.89 - - -

CTS537 11.0 3.4 - - - - - - - - - - - - - 10.45 - - -

CTS-538 1.5 0.5 - - - - - - - - - - - - - 14.30 - - -

CTS-539 3.5 1.1 - - - 0 24 - - 25.8 52.9 27.1 CH 29.75 - 17.4 3.1

CTS-540 7.0 2.1 - - - - - - - - - - - - - 32.22 - - -

CTS-541 8.5 2.6 - - - - - - - - - - - - - 12.35 - - -

CTS-542 11.0 3.4 - - - - - - - - - - - - - 11.15 - - -

CTS-543 2.0 0.6 - - - 0 88 - - - - - Non-Plastic Sand 10.02 - - -

CTS-544 3.5 1.1 - - - - - - - - - - - - - 25.29 - - -

CTS-545 5.0 1.5 - - - - - - - - - 33.2 83.7 50.5 CH 31.74 - - -

CTS-546 8.0 2.4 - - - - - - - - - - - - - 37.42 - - -

CTS-547 11.0 3.4 - - - - - - - - - - - - - 28.78 - - -

CTS548 2.0 0.6 - - - - - - - - - - - - - 3.25 - - -

CTS549 4.0 1.2 - - - 9 33 - - 15.7 48.3 32.6 CL 21.79 - 13.8 -

CTS550 7.0 2.1 - - - - - - - - - - - - - 12.33 - - -

CTS551 11.5 3.5 - - - - - - - - - - - - - 19.65 - - -

CTS552 2.0 0.6 - - - - - - - - - - - - - 11.74 - - -

CTS553 4.0 1.2 - - - 0 13 - - 22.7 54.5 31.8 CH 17.41 - 18.9 -

CTS554 8.5 2.6 - - - - - - - - - - - - - 29.90 - - -

CTS-555 1.5 0.5 - - - - - - - - - - - - - 15.62 - - -

CTS-556 3.5 1.1 - - - 0 10 - - 28.1 64.7 36.6 CH 20.46 - 20 2.5

CTS-557 10.0 3.0 - - - - - - - - - - - - - 10.07 - - -

M2112-26

M2112-27

M2112-33

M2112-34

M2112-37

M2112-28

M2112-29

M2112-30

M2112-31

M2112-32

M2112-35

M2112-36

99M2112-25

76

12

90

87

98

59

87

36

66

96

86

54

Project: M2112

Location: Fortune Minerals Ltd.

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. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Comments:

100.10

182.77

WATER CONTENTS

26-Apr-10

CTS-02

06

CTS-04

06

CTS-09

06

15.5'

5H3

81.80

150.14

3'

2A5

86.09

160.49

9'

K3

23' 34'

J21

08

FF3

84.45

156.52

83.60

158.54

CTS-28

07

4.5'

O9

99.18

132.74

CTS-18

06

CTS-12

06

M4

151.84 148.96

11.72

CTS-59

9.82

28'

EE

65.89

151.98

12.92

173.52 142.66

12.29

125.2

26.02

28.98

73.42 60.86 68.24 64.51

12.60

12'

CTS-33

07

14'

CTS-32

07

CTS-63

08

12.5'7'

12.93

86.72

152.4

145.08

58.36

12.54

80.28

165.78

155.99

07

CTS-52

52'

O2

108.33

165.23

CTS-40

07

EFF 8A5 J47

12.78

53.53 51.91 58.22 58.47

33.41

CTS-74

08

CTS-84

09

153.3

9.66

160.24

9.61

96.62

162.56

155.09

106.38

184.05

164.6

99.77

158.47

75.71

38'

5H3

81.83

148.02

140.88

59.05

12.09

CTS-79

08

49'

J17

92.01

155.59

149.27

57.26

11.04

2'

O9

99.2

189.47

181.55

82.35

9.62

CTS-86

09

7.5'

TT3

86.96

156.5

150.18

63.22

10.00 11.46

169.84

84.83

10.82

CTS-99

09

K18

78.41

172.68

162.99

CTS-94

09

25'

J44

85.01

179.02

84.58

34'

Project: M2112


Date:

S l #

WATER CONTENTS

26-Apr-10

CTS 107 CTS 111 CTS 113 CTS 117 CTS 130 CTS 137Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g) 177 66 182 73 174 55 188 81 171 03 196 03

87.39 85.77 83.61 95.54 99.78 101.52

FF6 2X2 FF3 NCK EE 5X5

59.5' 9' 13.5' 24' 54' 8"

09 10 10 10 10 11

CTS-107 CTS-111 CTS-113 CTS-117 CTS-130 CTS-137



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole # 11 11 11 10

CTS-140 CTS-143 CTS-257 CTS-110

19.59 36.22 15.38 11.14 9.38 11.83

75.48 71.18 78.82 83.92 65.14 84.51

162.87 156.95 162.43 179.46 164.92 186.03

177.66 182.73 174.55 188.81 171.03 196.03

Depth

Tare #

Tare Mass (g)


Dry sample + tare (g) 176.81 157.49 175.51 179.26

183.98 164.24 184.87 202.28

111.17 85.25 94.04 88.77

K9 FFT M5 H2

14' 19' 34' 5-6.5'

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

T #

10.92 9.34 11.49 25.44

65.64 72.24 81.47 90.49

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)Water Content (%)

Comments:

Project: M2112


Date:

S l #

WATER CONTENTS

18-May-10

ALO 101 ALO 102 ALO 103 ALO 104 ALO 105 ALO 106Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g) 184 55 222 90 209 20 195 20 168 53 204 77

37.46 37.60 37.45 37.27 37.05 37.48

ZZ4 PP5 AA07 UFC AA18 CC21

1.5 3 4.5 6 7.5 9

22 22 22 22 22 22

ALO-101 ALO-102 ALO-103 ALO-104 ALO-105 ALO-106



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole # 23 23 23 23 23 23

ALO-201 ALO-202 ALO-203 ALO-204 ALO-205 ALO-206

32.38 12.30 11.17 11.22 11.54 10.74

111.11 165.01 154.5 142 117.88 151.07

148.57 202.61 191.95 179.27 154.93 188.55

184.55 222.90 209.20 195.20 168.53 204.77

Depth

Tare #

Tare Mass (g)


Dry sample + tare (g) 145.55 185.73 130.13 109.83 120.21 134.38

169.73 219.6 157.84 134.09 146.79 166.89

37.12 38.05 37.32 37.4 37.54 34.5

BB3 BB34 BB29 BB06 BB32 AA21

1.5 3 4.5 6 7.5 9

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

T #

22.30 22.93 29.86 33.49 32.15 32.55

108.43 147.68 92.81 72.43 82.67 99.88

Tare #

Tare Mass (g)



Wt. Dry sample (g)


Comments:

Project: M2112


Date:

S l #

WATER CONTENTS

18-May-10


Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g) 165 12 200 92 182 09 218 95 245 74 322 50

36.38 37.88 37.52 37.43 37.24 37.02

AA11 BB02 AA15 BB01 BB16 ZZ7

2 3.5 5.5 10.5 2 2.5

24 24 24 24 25 25




Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole # 25 25 25 26 26 26


13.34 25.32 13.32 10.62 13.87 3.93

113.59 130.1 127.58 164.09 183.11 274.68

149.97 167.98 165.1 201.52 220.35 311.7

165.12 200.92 182.09 218.95 245.74 322.50

Depth

Tare #

Tare Mass (g)


Dry sample + tare (g) 123.89 172.68 178.31 172.16 279.2 174.12

145.34 186.39 194.68 200.33 291.47 212.83

37.47 37.42 37.32 37.61 37.48 37.68

BB22 BB24 CC32 AA03 AA09 BB09

5 6 8.5 1.5 2 4

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

T # PP34 AA06 BB11 BB07 AA02 PP4

7 9.5 1 2 5 10

26 26 27 27 27 27


24.82 10.14 11.61 20.94 5.08 28.37

86.42 135.26 140.99 134.55 241.72 136.44

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%) 12 81 11 15 17 35 14 22 10 81 12 87

173.55 160.69 121.01 180.81 207.89 153.79

210.96 196.3 158.45 218.44 242.71 191.05

233.2 214.22 179.45 244.15 265.19 210.84

37.41 35.61 37.44 37.63 34.82 37.26

PP34 AA06 BB11 BB07 AA02 PP4

Water Content (%)

Comments:

12.81 11.15 17.35 14.22 10.81 12.87

Project: M2112


Date:

S l #

WATER CONTENTS

18-May-10


Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g) 252 79 294 35 238 74 243 7 250 44 298 93

37.47 37.58 37.47 37.29 37.85 37.54

ZZ9 BB38 ZZ8 BB05 BB5 BB1

1 4 9 10 1.5 2

28 28 28 28 29 29




Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole # 29 29 30 30 30 30


8.11 15.32 12.07 12.09 23.98 4.34

199.16 222.65 179.59 184.15 171.47 250.51

236.63 260.23 217.06 221.44 209.32 288.05

252.79 294.35 238.74 243.7 250.44 298.93

Depth

Tare #

Tare Mass (g)


Dry sample + tare (g) 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

2.5 7 1 4 7 8.5

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

T # BB4 BB25 BB9 ZZ10 ZZ AA24

1.5 4 7 11.5 2 4

31 31 31 31 32 32


5.93 13.56 21.84 29.83 23.46 17.69

197.06 127.1 133.62 201.78 136.29 162.16

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%) 10 32 18 44 30 31 11 39 25 78 11 75

207.88 167.87 93.03 160.21 108.67 183.31

244.95 205.61 130.39 197.69 146.07 218.93

266.41 236.57 158.59 215.93 174.08 240.46

37.07 37.74 37.36 37.48 37.4 35.62

BB4 BB25 BB9 ZZ10 ZZ AA24

Water Content (%)

Comments:

10.32 18.44 30.31 11.39 25.78 11.75

Project: M2112


Date:

S l #

WATER CONTENTS

18-May-10


Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g) 173 27 219 14 237 83 202 55 142 14 190 45

37.26 37.39 37.38 37.61 37.12 35.02

BB14 CC10 BB08 PP9 BB10 AA13

7 11 1.5 3.5 7 8.5

32 32 33 33 33 33




Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole # 33 34 34 34 34 34


8.89 10.45 14.30 29.75 32.22 12.35

124.91 164.56 175.37 127.12 79.43 138.35

162.17 201.95 212.75 164.73 116.55 173.37

173.27 219.14 237.83 202.55 142.14 190.45

Depth

Tare #

Tare Mass (g)


Dry sample + tare (g) 163.25 211.32 184.78 129.76 155.74 178.8

177.43 228.72 222.04 159.05 200.09 219.43

36.10 37.68 37.44 37.48 37.23 37.65

AA20 BB04 BB15 BB42 BB03 PP20

11 2 3.5 5 8 11

Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

T # ZZ? BB2 PP1 BB7 BB31 BB6

2 4 7 11.5 2 4

35 35 35 35 31 31


11.15 10.02 25.29 31.74 37.42 28.78

127.15 173.64 147.34 92.28 118.51 141.15

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%) 3 25 21 79 12 33 19 65 11 74 17 41

238.34 187.53 103.84 125.25 158.36 163.79

275.8 225.48 141.54 162.58 195.81 201.53

283.54 266.35 154.34 187.19 214.40 230.05

37.46 37.95 37.7 37.33 37.45 37.74

ZZ? BB2 PP1 BB7 BB31 BB6

Water Content (%)

Comments:

3.25 21.79 12.33 19.65 11.74 17.41

Project: M2112


Date:

S l #

WATER CONTENTS

18-May-10

CTS 554 CTS 555 CTS 556 CTS 557Sample #

Test Hole #

Depth

Tare #

Tare Mass (g)

Wet sample + tare (g) 184 49 233 06 230 33 196 04

35.01 37.37 37.66 35.47

AA14 AA12 AA01 AA10

8.5 1.5 3.5 10

31 37 37 37

CTS-554 CTS-555 CTS-556 CTS-557



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

29.90 15.62 20.46 10.07

115.07 169.26 159.94 145.88

150.08 206.63 197.6 181.35

184.49 233.06 230.33 196.04

Depth

Tare #

Tare Mass (g)



Wt. Dry sample (g)

Water Content (%)

Sample #

Test Hole #

Depth

T #Tare #

Tare Mass (g)



Wt. Dry sample (g)


Comments:

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):

11.61

SPECIFIC GRAVITY TEST (FINE MATERIAL)

215.39

713.75

50.10

Geotechnical Investigation Foundation

M2112 Fortune Minerals Ltd.

April 9/10DG

CTS-04

2

20.4

49.84

744.66

89.99

0.52

M17

101.66

101.6

Temperature (oC):

Mass of dry sample (g):

Specific gravity:

Comments:

49.84

2.62

19.8

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



37.55


195.33

693.77

50.05



April 9/10DG

CTS-09

6

20.3

49.96

724.75

90.83

0.19

J71

128.45

128.38

Temperature (oC):


Specific gravity:

Comments:

49.96

2.63

19.9

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



105.68


195.33

693.77

55.64



April 9/10RM

CTS-12

6

20.3

55.31

728.41

83.40

0.61

7B5

189.72

189.08

Temperature (oC):


Specific gravity:

Comments:

55.31

2.70

22.1

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



21.45


188.24

686.87

51.49



April 9/10RM

CTS-28

7

20.3

50.64

718.25

99.19

1.68

O9

121

120.64

Temperature (oC):


Specific gravity:

Comments:

50.64

2.66

22.5

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





April 8/10RM

CTS-32

C1A

20.8

51.26

718.09

99.17

0.63

O9

124.71

124.55

25.38


187.75

686.51

51.58

Temperature (oC):


Specific gravity:

Comments:

2.59

19.4

51.26

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



13.24


195.33

693.77

45.79



April 8/10RM

CTS-40

6

20.3

45.55

722.43

84.15

0.53

4A5

97.46

97.39

Temperature (oC):


Specific gravity:

Comments:

45.55

2.72

21.4

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





Jan 04/10TH

CTS-52

C1A

20.8

49.64

717.12

57.60

0.75

L25

99.19

98.88

41.28


187.75

686.51

50.01

Temperature (oC):


Specific gravity:

Comments:

2.59

19.8

49.64

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



73.70


165.42

680.63

62.46



April 8/10RM

CTS-59

4

21.2

61.10

719.48

101.52

2.23

5X5

176.86

175.22

Temperature (oC):


Specific gravity:

Comments:

61.10

2.71

18

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



30.21


165.42

680.63

54.99



April 9/10RM

CTS-63

4

21.2

54.81

714.76

87.74

0.33

FF4

118.05

117.95

Temperature (oC):


Specific gravity:

Comments:

54.81

2.67

22.4

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



47.04


173.23

672.04

52.96



April 9/10DG

CTS-74

8

21

52.59

705.16

88.50

0.70

M3

135.87

135.54

Temperature (oC):


Specific gravity:

Comments:

52.59

2.66

17.7

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



48.33


188.24

686.87

51.30



April 8/10RM

CTS-79

7

20.3

51.00

718.47

108.05

0.58

O2

156.66

156.38

Temperature (oC):


Specific gravity:

Comments:

51.00

2.66

22.3

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



15.15


165.42

680.63

50.01



April 9/10RM

CTS-86

4

21.2

49.85

711.45

88.50

0.33

M3

103.7

103.65

Temperature (oC):


Specific gravity:

Comments:

49.85

2.59

18.9

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



39.23


172.56

671.08

50.40



April 8/10RM

CTS-94

C9A

21

50.08

702.13

80.78

0.64

XXX

120.26

120.01

Temperature (oC):


Specific gravity:

Comments:

50.08

2.66

22.9

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



45.49


215.39

713.75

49.95



April 9/10RM

CTS-99

2

20.4

49.81

744.69

99.79

0.29

EE

145.41

145.28

Temperature (oC):


Specific gravity:

Comments:

49.81

2.67

22.5

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



15.16


172.56

671.08

49.22



April 8/10RM

CTS-107

C9A

21

49.09

701.26

85.17

0.26

M17

100.37

100.33

Temperature (oC):


Specific gravity:

Comments:

49.09

2.63

23.1

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):





April 9/10RM

CTS-111

C9A

21

50.26

702.23

87.74

1.47

FF4

174.57

173.31

85.57


172.56

671.08

51.00

Temperature (oC):


Specific gravity:

Comments:

2.61

19.7

50.26

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



111.50


165.42

680.63

59.36



April 9/10RM

CTS-113

4

21.2

59.03

717.45

85.75

0.56

2X2

197.87

197.25

Temperature (oC):


Specific gravity:

Comments:

59.03

2.67

22.1

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



67.98


173.23

672.04

51.64



April 9/10RM

CTS-117

8

21

51.39

704.05

85.19

0.49

M17

153.5

153.17

Temperature (oC):


Specific gravity:

Comments:

51.39

2.64

20.3

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



33.92


187.75

686.51

50.51



April 8/10RM

CTS-130

C1A

20.8

50.26

717.81

83.63

0.50

FF3

117.72

117.55

Temperature (oC):


Specific gravity:

Comments:

50.26

2.66

21.6

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



54.87


187.75

686.51

54.54



April 8/10RM

CTS-137

C1A

20.8

54.13

719.96

85.33

0.77

J44

140.62

140.2

Temperature (oC):


Specific gravity:

Comments:

54.13

2.64

22.3

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



13.95


188.24

686.87

50.40



April 9/10RM

CTS-143

7

20.3

49.97

718.41

81.80

0.86

5H3

95.87

95.75

Temperature (oC):


Specific gravity:

Comments:

49.97

2.68

17.8

Project:

Technician: Date:

Sample:

PYCNOMETER DATA:

Pycnometer #:



Temperature (oC):




Tare Mass (g):



Dry sample (g):

Water Content (%):



22.15


215.39

713.75

52.98



April 8/10RM

CTS-145

2

20.4

52.65

746.81

84.92

0.63

XXO

107.21

107.07

Temperature (oC):


Specific gravity:

Comments:

52.65

2.71

22

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-257

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

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

Sieve Analysis Diameter

Sieve (mm) % Finer

3" 76.2 1002" 50.8 100

1" 25.4 100 CLIENT: Fortune Minerals

3/4" 19.1 100 PROJECT: Geotechnical Investigation Foundations

3/8" 9.5 99 MDH Job No: M2112-06

# 4 4.75 98 SAMPLE: CTS-04# 10 2.00 95 DATE: 11-Apr-10

# 20 0.850 91 PARTICLE SIZE DISTRIBUTION SUMMARY

# 40 0.425 85 % GRAVEL 2

# 60 0.250 77 % SAND 43

# 100 0.150 66 % FINES (SILT, CLAY) 55# 200 0.075 55

Hydrometer Analysis 0.0638 51.10.0460 45.7

Dispersing agent: 0.0334 38.1 COMMENTS:

Sodium Hexametaphosphate 0.0239 35.3

0.0172 30.2

Dosage of dispersing agent: 0.0127 25.6

40 g/L 0.0091 24.0

0.0064 21.3

0.0046 18.6

0.0032 17.0

0.0024 15.30.0014 12.9

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

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)

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

FINES (SILT, CLAY)SAND

CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS

Unified Soil Classification System



Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-06



# 40 0.425 80 % GRAVEL

# 60 0.250 72 % SAND 48

# 100 0.150 62 % FINES (SILT, CLAY) 52# 200 0.075 52




0.0173 30.4


40 g/L 0.0091 24.6

0.0065 20.9

0.0046 19.1

0.0032 17.7

0.0024 15.90.0014 13.1





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-06



# 40 0.425 87 % GRAVEL 1

# 60 0.250 77 % SAND 43

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




0.0166 33.8


40 g/L 0.0086 27.3

0.0062 25.7

0.0044 23.6

0.0029 20.5

0.0022 17.40.0013 15.5





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 99 MDH Job No: M2112-06



# 40 0.425 84 % GRAVEL 3

# 60 0.250 76 % SAND 41

# 100 0.150 66 % FINES (SILT, CLAY) 56# 200 0.075 56




0.0170 33.9


40 g/L 0.0089 27.8

0.0064 24.2

0.0045 22.4

0.0032 20.5

0.0024 18.80.0014 14.9





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-07



# 40 0.425 99 % GRAVEL

# 60 0.250 98 % SAND 3

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




0.0137 87.3


40 g/L 0.0071 84.0

0.0051 81.1

0.0037 76.9

0.0026 72.0

0.0019 64.60.0012 56.3





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 98 MDH Job No: M2112-07



# 40 0.425 86 % GRAVEL 3

# 60 0.250 78 % SAND 40

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




0.0171 35.2


40 g/L 0.0088 29.7

0.0064 26.5

0.0045 24.6

0.0032 22.7

0.0023 19.10.0012 16.6





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-07



# 40 0.425 83 % GRAVEL 2

# 60 0.250 74 % SAND 44

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




0.0167 33.3


40 g/L 0.0084 27.6

0.0062 24.7

0.0045 22.2

0.0030 20.3

0.0022 16.80.0014 14.3





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 97 MDH Job No: M2112-07



# 40 0.425 83 % GRAVEL 3

# 60 0.250 76 % SAND 41

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




0.0159 34.0


40 g/L 0.0090 28.4

0.0062 26.0

0.0045 24.2

0.0032 22.7

0.0023 20.40.0013 15.1





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-08



# 40 0.425 100 % GRAVEL

# 60 0.250 100 % SAND 1

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




0.0141 79.5


40 g/L 0.0079 59.6

0.0058 51.2

0.0041 45.5

0.0029 41.1

0.0021 34.00.0013 28.4





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-08



# 40 0.425 85 % GRAVEL 1

# 60 0.250 78 % SAND 40

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




0.0165 36.2


40 g/L 0.0087 30.0

0.0062 27.5

0.0044 25.2

0.0031 23.2

0.0022 19.40.0014 16.6





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 99 MDH Job No: M2112-08



# 40 0.425 85 % GRAVEL 2

# 60 0.250 77 % SAND 41

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




0.0170 36.5


40 g/L 0.0087 31.5

0.0063 28.1

0.0045 26.3

0.0032 24.8

0.0022 22.10.0012 18.4





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-08



# 40 0.425 88 % GRAVEL 2

# 60 0.250 79 % SAND 40

# 100 0.150 69 % FINES (SILT, CLAY) 58# 200 0.075 58




0.0166 36.4


40 g/L 0.0086 30.5

0.0062 28.4

0.0044 26.4

0.0029 24.0

0.0022 20.70.0013 17.9





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 98 MDH Job No: M2112-09



# 40 0.425 82 % GRAVEL 3

# 60 0.250 74 % SAND 44

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




0.0171 32.0


40 g/L 0.0090 26.6

0.0064 23.1

0.0045 20.5

0.0032 19.0

0.0023 17.30.0014 14.6





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 98 MDH Job No: M2112-09



# 40 0.425 83 % GRAVEL 3

# 60 0.250 74 % SAND 43

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




0.0172 32.3


40 g/L 0.0089 27.0

0.0064 24.3

0.0045 23.2

0.0032 19.7

0.0023 17.90.0012 14.2





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 99 MDH Job No: M2112-09



# 40 0.425 87 % GRAVEL 2

# 60 0.250 77 % SAND 43

# 100 0.150 66 % FINES (SILT, CLAY) 55# 200 0.075 55




0.0172 33.0


40 g/L 0.0087 26.3

0.0062 25.5

0.0045 24.2

0.0032 20.2

0.0022 18.40.0013 14.5





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-09



# 40 0.425 90 % GRAVEL

# 60 0.250 51 % SAND 85

# 100 0.150 22 % FINES (SILT, CLAY) 15# 200 0.075 15




0.0183 9.4


40 g/L 0.0095 8.5

0.0067 7.9

0.0047 6.8

0.0034 6.2

0.0024 4.60.0013 4.2





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-10



# 40 0.425 98 % GRAVEL

# 60 0.250 84 % SAND 74

# 100 0.150 49 % FINES (SILT, CLAY) 26# 200 0.075 26




0.0174 12.3


40 g/L 0.0094 10.8

0.0067 10.3

0.0047 9.6

0.0033 8.7

0.0023 8.30.0014 6.0





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-10



# 40 0.425 100 % GRAVEL

# 60 0.250 100 % SAND 1

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




0.0142 79.7


40 g/L 0.0078 59.7

0.0058 51.3

0.0042 45.6

0.0028 39.8

0.0022 33.40.0013 27.2





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 99 MDH Job No: M2112-10



# 40 0.425 87 % GRAVEL 1

# 60 0.250 81 % SAND 34

# 100 0.150 74 % FINES (SILT, CLAY) 65# 200 0.075 65




0.0161 40.7


40 g/L 0.0084 34.1

0.0060 31.1

0.0044 28.0

0.0030 25.7

0.0022 21.40.0014 17.3





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 98 MDH Job No: M2112-10

# 4 4.75 96 SAMPLE: CTS117# 10 2.00 95 DATE: 22-Apr-10


# 40 0.425 86 % GRAVEL 4

# 60 0.250 77 % SAND 41

# 100 0.150 66 % FINES (SILT, CLAY) 55# 200 0.075 55




0.0166 35.4


40 g/L 0.0086 29.1

0.0062 27.1

0.0044 24.4

0.0031 23.3

0.0022 19.50.0014 16.4





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 99 MDH Job No: M2112-10



# 40 0.425 86 % GRAVEL 3

# 60 0.250 78 % SAND 38

# 100 0.150 69 % FINES (SILT, CLAY) 59# 200 0.075 59




0.0165 38.4


40 g/L 0.0087 32.6

0.0062 28.7

0.0036 26.1

0.0030 24.1

0.0022 20.80.0013 17.5





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-11



# 40 0.425 86 % GRAVEL 2

# 60 0.250 78 % SAND 44

# 100 0.150 67 % FINES (SILT, CLAY) 54# 200 0.075 54




0.0171 32.7


40 g/L 0.0087 26.7

0.0063 24.1

0.0045 22.7

0.0032 20.8

0.0022 18.60.0013 15.2





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 100 MDH Job No: M2112-11



# 40 0.425 78 % GRAVEL 2

# 60 0.250 69 % SAND 49

# 100 0.150 59 % FINES (SILT, CLAY) 49# 200 0.075 49




0.0174 29.3


40 g/L 0.0090 23.9

0.0064 21.2

0.0046 19.6

0.0032 18.7

0.0023 17.40.0014 13.1





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 91 MDH Job No: M2112-11



# 40 0.425 75 % GRAVEL 10

# 60 0.250 64 % SAND 51

# 100 0.150 52 % FINES (SILT, CLAY) 39# 200 0.075 39




0.0177 19.8


40 g/L 0.0092 16.8

0.0065 15.0

0.0046 13.1

0.0033 12.5

0.0023 10.40.0013 8.2





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS




Sieve (mm) % Finer

3" 76.2 1002" 50.8 100



3/8" 9.5 98 MDH Job No: M2112-11



# 40 0.425 85 % GRAVEL 3

# 60 0.250 76 % SAND 42

# 100 0.150 66 % FINES (SILT, CLAY) 55# 200 0.075 55




0.0169 36.4


40 g/L 0.0088 30.1

0.0064 27.7

0.0042 25.0

0.0032 24.1

0.0023 22.20.0014 16.4





0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100 1000

Pe

rce

nt F

ine

r T

ha

n

Grain Size (mm)



CoarseMediumFine

GRAVELCOBBLES

Fine CoarseBOULDERS


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

Client: Fortune Minerals Ltd.

Project Geological Investigation Foundations

MDH Job No: M2112-06A

Technician: DG

Date:

Sample: CTS-04 (air-dried)

9'

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

Plastic Limit Liquid Limit (method A)

# of Blows 17 25 42

Tare # 66A ADT Tare # 10A Z5 TLL

Tare Wt, g 14.47 14.31 Tare Wt, g 14.35 14.11 14.14

Wet + Tare, g 20.88 21.55 Wet + tare, g 24.63 21.78 23.22

Dry + Tare, g 20.15 20.71 average Dry + tare, g 22.37 20.26 21.48

M% 12.9% 13.1% 13.0% Water content 28.2% 24.7% 23.7%

SUMMARY

Plastic Limit: 13.0%

Liquid Limit: 25.7%

Plasticity Index: 12.7%

Classification: CL

Natural Water Content: n/a

Comments: -





20/4/2010

23%

24%

25%

26%

27%

28%

29%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DG

Date:


15.5'



# of Blows 17 28 46

Tare # MVP 46A Tare # 1J T8A T5

Tare Wt, g 14.53 14.14 Tare Wt, g 14.61 14.42 14.42



M% 13.3% 13.5% 13.4% Water content 28.1% 26.0% 23.6%

SUMMARY


Liquid Limit: 26.5%


Classification: CL


Comments: -





19/4/2010

23%

24%

25%

26%

27%

28%

29%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: RG

Date:


23'



# of Blows 16 24 40

Tare # PA L2 Tare # Z2 44A 1A

Tare Wt, g 14.08 14.36 Tare Wt, g 14.25 14.48 14.28



M% 13.6% 13.7% 13.7% Water content 29.2% 27.8% 26.1%

SUMMARY


Liquid Limit: 27.6%


Classification: CL


Comments: -





26/3/2010

26.0%

26.5%

27.0%

27.5%

28.0%

28.5%

29.0%

29.5%

30.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DG

Date:


34'



# of Blows 13 26 48

Tare # B3 L2 Tare # 1A 40A 46A

Tare Wt, g 14.26 14.37 Tare Wt, g 14.28 14.39 14.14



M% 12.8% 13.8% 13.3% Water content 30.1% 27.9% 25.3%

SUMMARY


Liquid Limit: 27.8%


Classification: CL


Comments: -





4-Sep-2010

25%

26%

27%

28%

29%

30%

31%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML




MDH Job No: M2112-07

Technician: TH/DG

Date:


-



# of Blows 18 29 44

Tare # 29A 23A Tare # B7 YAN MDH

Tare Wt, g 14.44 14.30 Tare Wt, g 14.45 14.41 14.62



M% 28.7% 28.3% 28.5% Water content 82.8% 77.3% 75.2%

SUMMARY


Liquid Limit: 79.5%


Classification: CH


Comments: -





21/4/2010

74%

75%

76%

77%

78%

79%

80%

81%

82%

83%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: TH

Date:


-



# of Blows 16 28 46

Tare # ADT MDH Tare # T8A L2 PA

Tare Wt, g 14.31 14.63 Tare Wt, g 14.41 14.35 14.14



M% 12.1% 12.3% 12.2% Water content 30.9% 29.3% 27.4%

SUMMARY


Liquid Limit: 29.4%


Classification: CL


Comments: -





7-Apr-2010

27.0%

27.5%

28.0%

28.5%

29.0%

29.5%

30.0%

30.5%

31.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: RG

Date:


28'



# of Blows 15 25 43

Tare # 2J T9B Tare # MCA TLL ADT

Tare Wt, g 14.39 14.36 Tare Wt, g 14.64 14.14 14.31



M% 12.2% 12.3% 12.2% Water content 28.8% 26.7% 25.2%

SUMMARY


Liquid Limit: 26.9%


Classification: CL


Comments: -





24-Apr-2010

25.0%

25.5%

26.0%

26.5%

27.0%

27.5%

28.0%

28.5%

29.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML




MDH Job No: M2112

Technician: CH

Date:


52'



# of Blows 12 24 42

Tare # MDH 6A Tare # B7 17A 48A

Tare Wt, g 14.63 14.26 Tare Wt, g 14.46 14.61 14.13



M% 11.5% 11.7% 11.6% Water content 29.9% 27.7% 25.6%

SUMMARY


Liquid Limit: 27.4%


Classification: CL


Comments: -





25-Apr-2010

25%

26%

27%

28%

29%

30%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


7'



# of Blows 18 27 50

Tare # 54A 1A Tare # B4 OBI 40A

Tare Wt, g 14.51 14.28 Tare Wt, g 14.45 13.89 14.39



M% 23.4% 23.0% 23.2% Water content 52.1% 51.0% 48.4%

SUMMARY


Liquid Limit: 50.9%


Classification: CH


Comments: -





9-Apr-2010

48%

49%

50%

51%

52%

53%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


-



# of Blows 17 33 46

Tare # B4 OBI Tare # 1A 21A MCA

Tare Wt, g 14.46 13.91 Tare Wt, g 14.28 14.62 14.64



M% 12.7% 12.3% 12.5% Water content 27.8% 24.4% 23.9%

SUMMARY


Liquid Limit: 26.0%


Classification: CL


Comments: -





4-Sep-2010

23%

24%

25%

26%

27%

28%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DG

Date:


38'



# of Blows 17 28 44

Tare # YAN MCA Tare # 4A Z2 21A

Tare Wt, g 14.42 14.65 Tare Wt, g 14.39 14.24 14.62



M% 13.1% 13.3% 13.2% Water content 28.6% 27.4% 26.0%

SUMMARY


Liquid Limit: 27.6%


Classification: CL


Comments: -





7-Apr-2010

25.0%

25.5%

26.0%

26.5%

27.0%

27.5%

28.0%

28.5%

29.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


49'



# of Blows 10 27 39

Tare # 2J 6A Tare # 9A TRAN 13A

Tare Wt, g 14.39 14.28 Tare Wt, g 14.27 14.03 14.06



M% 14.1% 13.5% 13.8% Water content 29.2% 25.3% 23.0%

SUMMARY


Liquid Limit: 25.3%


Classification: CL


Comments: -





26/3/2010

22%

23%

24%

25%

26%

27%

28%

29%

30%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


7.5'



# of Blows 16 28 38

Tare # 40A L2 Tare # 54A PA 47A

Tare Wt, g 14.39 14.37 Tare Wt, g 14.51 14.13 14.47



M% 12.5% 12.4% 12.4% Water content 25.8% 24.7% 23.1%

SUMMARY


Liquid Limit: 24.6%


Classification: CL


Comments: -





20/4/2010

23.0%

23.5%

24.0%

24.5%

25.0%

25.5%

26.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


25'



# of Blows 16 24 32

Tare # YAN L2 Tare # ADT 29A T8A

Tare Wt, g 14.41 14.36 Tare Wt, g 14.30 14.45 14.42



M% 11.7% 11.2% 11.5% Water content 26.5% 25.9% 24.8%

SUMMARY


Liquid Limit: 25.4%


Classification: CL


Comments: -





26/3/2010

24.0%

24.5%

25.0%

25.5%

26.0%

26.5%

27.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


9'



# of Blows 13 25 50

Tare # Z2 PA Tare # 23A TELL B7

Tare Wt, g 14.25 14.11 Tare Wt, g 14.31 14.15 14.45



M% 22.9% 22.1% 22.5% Water content 54.2% 50.9% 47.2%

SUMMARY


Liquid Limit: 50.8%


Classification: CH


Comments: -





26/3/2010

47%

48%

49%

50%

51%

52%

53%

54%

55%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: RG

Date:


14



# of Blows 17 27 40

Tare # T7M 66A Tare # S2A T9B 4J

Tare Wt, g 14.5 14.15 Tare Wt, g 14.03 14.35 14.49



M% 14.4% 13.7% 14.1% Water content 32.4% 31.1% 29.5%

SUMMARY


Liquid Limit: 31.1%


Classification: CL


Comments: -





26/3/2010

29.0%

29.5%

30.0%

30.5%

31.0%

31.5%

32.0%

32.5%

33.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


24'



# of Blows 19 29 40

Tare # Z2 66A Tare # TAK Z5 44A

Tare Wt, g 14.41 14.47 Tare Wt, g 14.27 14.13 14.49



M% 13.1% 12.6% 12.8% Water content 24.6% 23.8% 21.2%

SUMMARY


Liquid Limit: 23.6%


Classification: CL


Comments: -





26/3/2010

21.0%

21.5%

22.0%

22.5%

23.0%

23.5%

24.0%

24.5%

25.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CG

Date:


54'



# of Blows 19 29 35

Tare # 40A 54A Tare # 4A MDH PPE

Tare Wt, g 14.39 14.51 Tare Wt, g 14.39 14.63 14.23



M% 13.0% 12.9% 12.9% Water content 26.3% 24.9% 23.9%

SUMMARY


Liquid Limit: 25.4%


Classification: CL


Comments: -





26/3/2010

23.0%

23.5%

24.0%

24.5%

25.0%

25.5%

26.0%

26.5%

27.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CL

Date:


8'



# of Blows 13 28 45

Tare # 66A 47A Tare # OBI B2 R2

Tare Wt, g 14.47 14.47 Tare Wt, g 13.88 14.20 14.18



M% 13.4% 13.4% 13.4% Water content 28.6% 26.7% 24.5%

SUMMARY


Liquid Limit: 26.6%


Classification: CL


Comments: -





7-Apr-2010

24%

25%

26%

27%

28%

29%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: CL

Date:


19'



# of Blows 15 23 43

Tare # MDH 20A Tare # 65A 48A 3J

Tare Wt, g 14.64 14.44 Tare Wt, g 14.32 14.13 14.50



M% 13.4% 13.5% 13.5% Water content 24.5% 22.7% 20.8%

SUMMARY


Liquid Limit: 22.6%


Classification: CL


Comments: -





7-Apr-2010

20.0%

20.5%

21.0%

21.5%

22.0%

22.5%

23.0%

23.5%

24.0%

24.5%

25.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DG

Date:


-



# of Blows 19 34 48

Tare # 23A 29A Tare # PE 4A 46A

Tare Wt, g 14.3 14.45 Tare Wt, g 14.22 14.39 14.14



M% 13.1% 12.5% 12.8% Water content 30.7% 30.4% 29.7%

SUMMARY


Liquid Limit: 30.5%


Classification: CL


Comments: -





20/4/2010

29.0%

29.5%

30.0%

30.5%

31.0%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OHML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML



Project Test Pits


Technician: CCB

Date:


Task 6



# of Blows 12 24 37

Tare # 52A 55A Tare # 46A 64A 16A

Tare Wt, g 14.03 14.15 Tare Wt, g 14.18 14.54 14.11



M% 21.1% 21.3% 21.2% Water content 93.5% 85.4% 79.0%

SUMMARY


Liquid Limit: 84.2%


Classification: CH


Comments: -





21-May-2010

78%

80%

82%

84%

86%

88%

90%

92%

94%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML



Project Test Pits


Technician: JI

Date:


Task 6



# of Blows 25 45 15

Tare # A18 A37 Tare # A24 6A 37A

Tare Wt, g 13.52 13.61 Tare Wt, g 13.03 14.27 14.10



M% 20.7% 20.5% 20.6% Water content 39.2% 37.8% 43.3%

SUMMARY


Liquid Limit: 40.2%


Classification: CL


Comments: -





18-May-2010

37%

38%

39%

40%

41%

42%

43%

44%

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



Project Test Pits


Technician: CCB

Date:


Task 6



# of Blows 13 23 46

Tare # 21A 70A Tare # T8A 1A 69A

Tare Wt, g 14.63 14.32 Tare Wt, g 14.43 14.28 14.37



M% 9.4% 9.0% 9.2% Water content 31.1% 28.1% 25.2%

SUMMARY

Plastic Limit: 9.2%

Liquid Limit: 27.9%


Classification: CL


Comments: -





21-May-2010

25%

26%

27%

28%

29%

30%

31%

32%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML



Project Test Pits


Technician: JI

Date:


Task 6



# of Blows 17 29 47

Tare # 17A 1A Tare # B7 48A 21A

Tare Wt, g 14.63 14.29 Tare Wt, g 14.54 14.14 14.62



M% 26.7% 25.7% 26.2% Water content 64.0% 60.1% 55.4%

SUMMARY


Liquid Limit: 60.8%


Classification: CH


Comments: -





18-May-2010

55%

57%

59%

61%

63%

65%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML



Project Test Pits


Technician: BP

Date:


Task 6



# of Blows 14 29 51

Tare # 2J 27A Tare # 44A 69A 70A

Tare Wt, g 14.39 14.36 Tare Wt, g 14.52 14.39 14.32



M% 11.6% 11.1% 11.3% Water content 29.9% 27.5% 25.6%

SUMMARY


Liquid Limit: 27.9%


Classification: CL


Comments: -





18-May-2010

25%

26%

27%

28%

29%

30%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML



Project Test Pits


Technician: CCB

Date:


Task 6



# of Blows 13 23 51

Tare # 28A A18 Tare # 44A 37A TRN

Tare Wt, g 14.27 13.52 Tare Wt, g 14.49 14.10 14.03



M% 9.8% 9.4% 9.6% Water content 29.6% 27.1% 24.6%

SUMMARY

Plastic Limit: 9.6%

Liquid Limit: 27.0%


Classification: CL


Comments: -





21-May-2010

24%

25%

26%

27%

28%

29%

30%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML



Project Geological Investigation Storage Facilities


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



Project Test Pits


Technician: JI

Date:


Task 6



# of Blows 10 27 38

Tare # A21 OBI Tare # 1A TAK 68A

Tare Wt, g 13.2 13.92 Tare Wt, g 14.28 14.27 14.37



M% 26.2% 25.4% 25.8% Water content 56.5% 53.4% 50.8%

SUMMARY


Liquid Limit: 52.9%


Classification: CH


Comments: -





25-May-2010

50%

51%

52%

53%

54%

55%

56%

57%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: JI

Date:


Task 2



# of Blows

Tare # Tare #

Tare Wt, g Tare Wt, g

Wet + Tare, g Wet + tare, g

Dry + Tare, g Dry + tare, g

M% Water content

SUMMARY

Plastic Limit:

Liquid Limit:

Plasticity Index:

Classification: Non-Plastic


Comments: Could not roll Plastic Limit - too Sandy





18-May-2010

37%

38%

39%

40%

41%

42%

43%

44%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DK

Date:


Task 2



# of Blows 11 22 49

Tare # 13A 38A Tare # 52A 55A 1J

Tare Wt, g 14.08 14.58 Tare Wt, g 14.03 14.15 14.63



M% 32.8% 33.7% 33.2% Water content 86.9% 85.4% 80.1%

SUMMARY


Liquid Limit: 83.7%


Classification: CH


Comments: -





21-May-2010

80%

81%

82%

83%

84%

85%

86%

87%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML





Technician: DK

Date:


Task 2



# of Blows 13 28 49

Tare # TAK T7M Tare # 13A 58A T100

Tare Wt, g 14.27 14.51 Tare Wt, g 14.08 14.20 14.56



M% 28.1% 28.0% 28.1% Water content 72.1% 62.4% 58.6%

SUMMARY


Liquid Limit: 64.7%


Classification: CH


Comments: -





26-May-2010

58%

60%

62%

64%

66%

68%

70%

72%

10 100

Wate

r 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

sticity In

de

x, P

I

Liquid Limit

MH or OH

ML or OL

A-lineCH or OH

U-line

CL or OL

CL-ML

Client:Fortune Minerals Ltd.

Project #M2112 Task 6

Date May 21/10

Hole Number 24 25 26 27 33Depth 3.5' 5' 4' 2' 3.5'

Sample Name CTS-501 CTS-506 CTS-511 CTS-515 CTS-539Non-Plastic (y/n) n n n n n

Plastic Limit 21.2 20.6 26.2 11.3 25.8Liquid Limit 84.2 40.2 60.8 27.9 52.9

PI 63.0 19.6 34.6 16.6 27.1

% Passing#10 98.95 99.99 98.53 95.55 99.62#40 98.22 99.67 95.92 85.46 98.55

#200 92.77 98.88 86.32 53.9 75.78

T (LL) 60 40 60 40 53U (-71) 75 75 75 54 75 I (PI) 30 20 30 17 27

M (-71) 55 55 55 54 55

Hole # 24 25 26 27 33Depth 3.5' 5' 4' 2' 3.5'

Sample Name CTS-501 CTS-506 CTS-511 CTS-515 CTS-539Plastic Limit 21.2 20.6 26.2 11.3 25.8Liquid Limit 84.2 40.2 60.8 27.9 52.9

Plastic Index 63.0 19.6 34.6 16.6 27.1Group Index 20.0 11.9 20.0 6.3 17.4Unified Class CH CL CH CL CH

Group Index Results

Client:Fortune Minerals Ltd.

Project #M2112 Task 2

Date May 21/10

Hole Number 34 37Depth 2' 3.5'

Sample Name CTS-543 CTS-556Non-Plastic (y/n) y n

Plastic Limit 28.1Liquid Limit 64.7

PI 0.0 36.6

% Passing#10 99.82 99.92#40 98.3 98.35

#200 12.19 90.05

T (LL) 40 60U (-71) 35 75 I (PI) 10 30

M (-71) 15 55

34 372' 3.5'

Hole # 34 37Depth 2' 3.5'

Sample Name CTS-543 CTS-556Plastic Limit 0.0 28.1Liquid Limit 0.0 64.7

Plastic Index NP 36.6Group Index 0.0 20.0Unified Class NP-sand CH

Group Index Results

Client:

Fortune Minerals Ltd.

Project #

M2112

Group

Index

Results

HOLE NUMBER 22 23 28 29 30 31 32 35 36

DEPTH 3' 3' 4' 1.5' 4' 4' 4' 4' 4'

SAMPLE # ALO‐102 ALO‐202 CTS‐519 CTS‐522 CTS‐527 CTS‐531 CTS‐535 CTS‐549 CTS‐553

PLASTIC LIMIT 10.3 22.1 11.9 19.7 26.2 23.6 17.3 15.7 22.7

LIQUID LIMIT 1 29.8 58.9 28.6 34.3 50.2 54.5 49.4 49.4 54

LIQUID LIMIT 2 28.7 59.4 28.7 36.9 51.6 55.1 48.1 47.1 55

LIQUID LIMIT AVG 29 3 59 2 28 7 35 6 50 9 54 8 48 8 48 3 54 5LIQUID LIMIT AVG 29.3 59.2 28.7 35.6 50.9 54.8 48.8 48.3 54.5

PLASTIC INDEX 19 37.1 16.8 15.9 24.7 31.2 31.5 32.6 31.8

GROUP INDEX 2 19.8 1.6 8.5 16.1 19 17.8 13.8 18.9

UNIFIED CLASS CL CH CL CL CH CH CL CL CH

2mm 94.7 100 94.8 99.8 99.9 99.9 100 91.5 100

400mm 79.6 98.3 79.9 96.1 99.1 98.8 99.6 77.5 99.2

71mm 35.6 90 35.8 65.6 95.7 87.3 97.9 59 86.9

UNCONFINED COMPRESSION TEST Report(Reference Standards: ASTM D2166)


Project: M2112 - Geotechnical Investigation FoundationsDate:

Tested by: RG Checked by: DH

Sample: CTS-06

Specimen Data

B71 Mass of test specimen, g = 1356.33

= 357.99 Wet density, kg/m3

= 2259

= 329.84 = 2020

= 91.91 = 2.70 (assumed)

= 11.8% Degree of Saturation = 0.95

= 7.26 Stress = load/(corr. area) Consistency qu, kPa

= 41.38 corr. Area = Ao/(1 - unit strain) Very soft 0-24

= 14.51 unit strain = ∆L/Lo Soft 24-48

= 600.33 Lo/Do = 2.00 Medium 48-96

strain rate = 0.88 %/min Stiff 96-192

Very stiff 192-383

Unconfined Compressive Strength, qu = 282 kPa Hard >383

Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 115 0 41.38 0.2

2.0 211 100 42.11 93.4

4.0 260 200 42.88 138.5

6.0 312 300 43.67 184.7

8.0 352 400 44.50 218.1

9.0 364 450 44.92 226.9

10.0 385 500 45.35 243.7

11.0 397 550 45.79 252.1

12.0 413 600 46.24 263.8

13.0 420 650 46.70 267.3

14.0 433 700 47.17 276.0

15.0 440 750 47.64 279.2

16.0 447 800 48.13 282.3

17.0 448 850 48.62 280.3

18.0 453 900 49.13 281.6

19.0 445 950 49.65 272.1





pre-test0.00%

1.75%

3.51%

5.26%

16-Apr-10

16.66%

7.01%

7.89%

8.77%

13.15%

14.03%

14.90%

post-test

9.64%

10.52%

11.40%

12.27%

15.78%

12.72

13.99

15.26

16.54

21.62

22.90

20.35

19.08

17.81

24.17

112.71

117.71

124.38

127.30

137.73

132.73

135.65

138.57

141.07

138.98

103.95

Unit Strain

98.94

0.09

40.13

60.57

82.26

10.18

Total

Strain,

mm

0.00

2.54

5.09

7.63

11.45

Tare No:

Weight of Specimen Dry + Tare, g

Weight 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

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0% 2% 4% 6% 8% 10% 12% 14% 16% 18%

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-013

Specimen Data

1TI Mass of test specimen, g = 1258.52


= 2201

= 233.36 = 2002

= 56.28 = 2.70 (assumed)





= 571.71 Lo/Do = 2.24 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 115 0 37.16 0.2

2.0 248 100 37.78 144.2

3.0 280 150 38.10 177.3

4.0 307 200 38.43 204.6

5.0 329 250 38.76 226.0

6.0 346 300 39.10 241.9

7.0 365 350 39.44 259.5

8.0 385 400 39.79 277.8

9.0 397 450 40.15 287.5

10.0 413 500 40.51 301.1

11.0 428 550 40.88 313.4

12.0 438 600 41.25 320.5

12.5 440 625 41.44 321.0

13.0 440 650 41.63 319.5

13.5 441 675 41.83 319.0

14.0 440 700 42.02 316.5





pre-test0.00%

1.65%

2.48%

3.31%

16-Apr-10

11.57%

4.13%

4.96%

5.79%

9.92%

10.33%

10.75%

post-test

6.61%

7.44%

8.27%

9.09%

11.16%

8.90

10.18

11.45

12.72

16.54

17.17

15.90

15.26

13.99

17.81

104.36

112.71

117.71

124.38

135.65

130.64

134.81

135.65

136.06

135.65

96.44

Unit Strain

89.35

0.09

55.56

68.91

80.17

6.36

Total

Strain,

mm

0.00

2.54

3.82

5.09

7.63

Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

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

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-21

Specimen Data

J71 Mass of test specimen, g = 1296.08


= 2301

= 191.65 = 2058

= 90.81 = 2.70 (assumed)





= 563.27 Lo/Do = 1.90 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 6 0 41.01 7.2

1.0 132 50 41.40 228.7

2.0 213 100 41.79 367.6

3.0 273 150 42.19 467.6

4.0 309 200 42.59 524.7

5.0 348 250 43.01 585.7

6.0 369 300 43.43 615.2

7.0 391 350 43.86 645.6

8.0 401 400 44.30 655.7

9.0 424 450 44.74 686.5

10.0 440 500 45.20 705.4

11.0 456 550 45.67 723.7

11.5 460 575 45.90 726.3

12.0 465 600 46.14 730.4

12.5 459 625 46.39 717.2

13.0 450 650 46.63 699.4





pre-test0.00%

0.93%

1.85%

2.78%

16-Apr-10

12.04%

3.70%

4.63%

5.56%

10.19%

10.65%

11.11%

post-test

6.48%

7.41%

8.34%

9.26%

11.58%

7.63

8.90

10.18

11.45

15.26

15.90

14.63

13.99

12.72

16.54

272.43

288.75

296.18

313.25

332.54

325.12

337.00

339.97

339.22

343.68

256.84

Unit Strain

227.89

3.01

96.53

156.64

201.18

5.09

Total

Strain,

mm

0.00

1.27

2.54

3.82

6.36

Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

0.0

100.0

200.0

300.0

400.0

500.0

600.0

700.0

800.0

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

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-39 25'-26.5'

Specimen Data

TFF Mass of test specimen, g = 1307.6


= 2272

= 285.37 = 2071

= 83.68 = 2.70 (assumed)





= 575.48 Lo/Do = 1.92 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 11 0 41.34 7.1

1.0 63 50 41.72 97.8

2.0 100 100 42.11 160.9

3.0 130 150 42.50 210.7

4.0 164 200 42.90 266.4

5.0 200 250 43.32 324.4

6.0 221 300 43.73 356.2

6.5 229 325 43.95 367.8

7.0 235 350 44.16 375.9

7.5 241 375 44.38 383.9

8.0 242 400 44.60 383.6

8.5 250 425 44.82 394.7

9.0 255 450 45.04 400.9

9.5 260 475 45.27 406.9

10.0 261 500 45.49 406.5

10.5 260 525 45.72 402.8





Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

143.28

Unit Strain

116.56

3.01

41.60

69.06

91.33

5.09

Total

Strain,

mm

0.00

1.27

2.54

3.82

6.36

158.87

164.81

169.26

173.71

187.82

174.46

180.39

184.10

188.56

187.82

13.36

7.63

8.27

8.90

9.54

12.08

12.72

11.45

10.81

10.18

post-test

5.94%

6.40%

6.85%

7.31%

9.14%

16-Apr-10

9.59%

3.65%

4.57%

5.48%

7.77%

8.22%

8.68%

pre-test0.00%

0.91%

1.83%

2.74%

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

450.0

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

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-054

Specimen Data

M5 Mass of test specimen, g = 1272.85


= 2311

= 451.00 = 2133

= 94.03 = 2.70 (assumed)





= 550.73 Lo/Do = 2.09 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 4 0 37.89 7.8

0.5 61 25 38.05 116.8

1.0 113 50 38.22 215.3

1.5 142 75 38.39 269.3

2.0 160 100 38.56 302.1

2.5 178 125 38.73 334.6

3.0 193 150 38.91 361.1

3.5 194 175 39.08 361.4

4.0 204 200 39.26 378.3

4.5 211 225 39.44 389.5

5.0 220 250 39.62 404.2

5.5 227 275 39.80 415.2

6.0 231 300 39.99 420.6

6.5 230 325 40.17 416.8

7.0 230 350 40.36 414.9





Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

132.15

Unit Strain

118.79

3.01

45.31

83.91

105.43

2.54

Total

Strain,

mm

0.00

0.64

1.27

1.91

3.18

143.28

144.03

151.45

156.64

163.32

168.52

171.49

170.75

170.75

3.82

4.45

5.09

5.72

8.27

8.90

7.63

7.00

6.36

post-test

3.06%

3.50%

3.94%

4.38%

6.13%

29-Apr-10

1.75%

2.19%

2.63%

4.81%

5.25%

5.69%

pre-test0.00%

0.44%

0.88%

1.31%

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

450.0

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

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-060

Specimen Data

3X3 Mass of test specimen, g = 1170.9


= 1953

= 146.86 = 1592

= 87.95 = 2.70 (assumed)





= 599.39 Lo/Do = 2.02 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 115 0 40.98 0.2

1.0 185 50 41.34 69.5

2.0 205 100 41.71 88.5

3.0 221 150 42.08 103.2

4.0 230 200 42.46 111.0

5.0 237 250 42.84 116.7

5.5 241 275 43.04 119.9

6.0 241 300 43.24 119.4

6.5 243 325 43.44 120.7

7.0 245 350 43.64 122.1

7.5 247 375 43.84 123.4

8.0 246 400 44.05 121.9

8.5 248 425 44.25 123.1

9.0 248 450 44.46 122.6

9.5 248 475 44.67 122.0

10.0 248 500 44.88 121.4





pre-test0.00%

0.87%

1.74%

2.61%

29-Apr-10

8.70%

3.48%

4.35%

4.78%

6.96%

7.39%

7.83%

post-test

5.22%

5.65%

6.09%

6.52%

8.26%

7.00

7.63

8.27

8.90

11.45

12.08

10.81

10.18

9.54

12.72

52.64

52.64

53.48

54.31

55.56

55.15

54.73

55.56

55.56

55.56

50.97

Unit Strain

48.05

0.09

29.29

37.63

44.30

5.09

Total

Strain,

mm

0.00

1.27

2.54

3.82

6.36

Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

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

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-68 22.5'-24'

Specimen Data

K14 Mass of test specimen, g = 1341.97


= 2300

= 307.93 = 2103

= 94.38 = 2.70 (assumed)





= 583.43 Lo/Do = 1.96 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 121 0 41.07 0.2

1.0 166 50 41.45 44.6

2.0 303 100 41.82 178.2

3.0 413 125 42.02 284.5

3.5 444 150 42.21 313.2

4.0 486 175 42.40 352.3

4.5 517 200 42.60 380.4

5.0 622 225 42.80 479.0

5.5 651 250 43.00 504.4

6.0 663 275 43.20 513.4

6.5 671 300 43.41 518.5

7.0 664 325 43.61 509.5

7.5 673 350 43.82 516.1

8.0 674 375 44.03 515.9

8.5 674 400 44.24 513.4

9.0 669 425 44.46 504.4





Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

152.33

Unit Strain

134.81

0.09

18.86

76.00

121.88

3.82

Total

Strain,

mm

0.00

1.27

2.54

3.18

4.45

165.26

209.06

221.15

226.16

228.66

229.49

226.57

230.63

231.62

231.62

10.81

5.09

5.72

6.36

7.00

9.54

10.18

8.90

8.27

7.63

post-test

4.03%

4.48%

4.93%

5.37%

7.16%

16-Apr-10

7.61%

2.69%

3.13%

3.58%

5.82%

6.27%

6.72%

pre-test0.00%

0.90%

1.79%

2.24%

0.0

100.0

200.0

300.0

400.0

500.0

600.0

0% 2% 4% 6% 8%

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-82

Specimen Data

H9 Mass of test specimen, g = 1314.01


= 2253

= 207.99 = 2067

= 91.42 = 2.70 (assumed)





= 583.13 Lo/Do = 1.93 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 114 0 41.52 0.2

0.5 132 25 41.71 17.9

1.0 257 50 41.90 139.8

1.5 328 75 42.09 208.2

2.0 404 100 42.29 280.7

2.5 464 125 42.48 337.2

3.0 520 150 42.68 389.3

3.5 581 175 42.88 445.7

4.0 603 200 43.08 464.5

4.5 641 225 43.29 498.2

5.0 658 250 43.49 511.8

5.5 658 275 43.70 509.4

6.0 665 300 43.91 512.9

6.5 664 325 44.12 510.1

7.0 663 350 44.33 506.7

7.5 663 375 44.55 504.3





Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

146.07

Unit Strain

121.05

0.09

7.60

59.73

89.35

2.54

Total

Strain,

mm

0.00

0.64

1.27

1.91

3.18

169.43

194.87

204.05

219.90

229.08

226.99

226.99

229.65

229.08

229.49

9.54

3.82

4.45

5.09

5.72

8.27

8.90

7.63

7.00

6.36

post-test

3.17%

3.62%

4.08%

4.53%

6.34%

16-Apr-10

6.79%

1.81%

2.26%

2.72%

4.98%

5.43%

5.89%

pre-test0.00%

0.45%

0.91%

1.36%

0.0

100.0

200.0

300.0

400.0

500.0

600.0

0% 2% 4% 6% 8%

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-092

Specimen Data

NCK Mass of test specimen, g = 826.55


= 2236

= 195.18 = 2063

= 95.52 = 2.70 (assumed)





= 369.66 Lo/Do = 1.79 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 0 0 32.27 9.1

0.5 21 25 32.45 56.2

1.0 56 50 32.63 134.0

1.5 101 75 32.81 233.0

2.0 134 100 33.00 304.5

2.5 169 125 33.19 379.5

3.0 214 150 33.38 475.5

3.5 253 175 33.57 557.3

4.0 278 200 33.77 608.0

4.5 307 225 33.96 666.6

5.0 315 250 34.16 679.7

5.5 204 275 34.37 440.6





pre-test0.00%

0.56%

1.11%

1.67%

29-Apr-10

2.22%

2.78%

3.33%

6.11%

post-test

3.89%

4.44%

5.00%

5.55%

3.82

4.45

5.09

5.72

7.00

6.36

161.84

190.78

209.34

230.86

236.80

154.42

128.44

Unit Strain

102.46

3.01

18.59

44.57

77.97

2.54

Total

Strain,

mm

0.00

0.64

1.27

1.91

3.18

Sample too fragile to attempt to trim closer to a 2:1

ratio

Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

0.0

100.0

200.0

300.0

400.0

500.0

600.0

700.0

800.0

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

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-115

Specimen Data

J17 Mass of test specimen, g = 1252.57


= 2274

= 217.04 = 2081

= 91.96 = 2.70 (assumed)





= 550.88 Lo/Do = 1.82 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 0 0 41.54 7.1

1.0 120 50 41.95 215.3

1.5 165 75 42.15 291.9

2.0 207 100 42.36 362.7

2.5 252 125 42.57 437.8

3.0 287 150 42.78 495.2

3.5 307 175 42.99 526.7

4.0 327 200 43.20 557.7

4.5 363 225 43.42 615.3

5.0 379 250 43.64 638.9

5.5 386 275 43.86 647.3

6.0 394 300 44.08 657.2

6.5 400 325 44.31 663.7

7.0 400 350 44.54 660.4

7.5 387 375 44.77 635.8

8.0 359 400 45.00 587.2





Sample too fragile to attempt to trim closer to a 2:1

ratio

Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

216.02

Unit Strain

190.04

3.01

92.07

125.47

156.64

3.18

Total

Strain,

mm

0.00

1.27

1.91

2.54

3.82

230.86

245.71

272.43

284.30

269.46

289.50

295.43

299.89

290.24

299.89

10.18

4.45

5.09

5.72

6.36

8.90

9.54

8.27

7.63

7.00

post-test

3.84%

4.32%

4.80%

5.28%

7.19%

29-Apr-10

7.67%

2.40%

2.88%

3.36%

5.76%

6.24%

6.71%

pre-test0.00%

0.96%

1.44%

1.92%

0.0

100.0

200.0

300.0

400.0

500.0

600.0

700.0

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

com

pre

ssiv

e s

tress,

kP

a

axial strain, %





Sample: CTS-141

Specimen Data

4A5 Mass of test specimen, g = 1348.51


= 2287

= 278.99 = 2056

= 84.15 = 2.70 (assumed)





= 589.70 Lo/Do = 1.93 Medium 48-96


Very stiff 192-383


Elapsed

Time

(min)

Load-cell

Dial

Reading

Strain

Dial

Corrected

Area, cm2

Stress,

kPa

0.0 4 0 41.86 7.0

0.5 37 25 42.05 64.1

1.0 74 50 42.24 127.6

1.5 108 75 42.43 185.3

2.0 135 100 42.63 230.6

2.5 155 125 42.83 263.5

3.0 169 150 43.02 286.0

3.5 169 175 43.23 284.7

4.0 162 200 43.43 271.6





Tare No:



Axial

Load, kg

Water content, %





Specific Gravity

Dry density, kg/m3

Weight of Tare, g

115.08

Unit Strain

100.24

3.01

27.50

54.96

80.20

2.54

Total

Strain,

mm

0.00

0.64

1.27

1.91

3.18

125.47

125.47

120.28

3.82

4.45

5.09

post-test

3.16%

3.61%

29-Apr-10

1.81%

2.26%

2.71%

pre-test0.00%

0.45%

0.90%

1.35%

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

0% 1% 2% 3% 4%

com

pre

ssiv

e s

tress,

kP

a

axial strain, %

τ = 2 + σn tan 29°

τ = 25 + σn tan 30°

0

50

100

150

200

250

0 50 100 150 200 250 300 350 400 450 500

Sh

ea

r S

tre

ng

th,

kP

a

Normal Stress, kPa


M2112-10

CTS-120 @ 30'-31.5'

Peak

Residual

Linear (Best fit residual)

Linear (Best fit peak)

τ = 5 + σn tan 28°

τ = 14 + σn tan 30°

0

25

50

75

100

0 25 50 75 100 125 150 175 200

Sh

ea

r S

tre

ng

th,

kP

a

Normal Stress, kPa


M2112-08

CTS-60 @ 7.5'-9'

Peak

Residual



τ = 5 + σn tan 29°

τ = 13 + σn tan 32°

0

25

50

75

100

125

150

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

Sh

ea

r S

tre

ng

th,

kP

a

Normal Stress, kPa


M2112-09

CTS-92 @20'-21.5'

Peak

Residual



Project No: M2112 Project Name Fortune Minerals Ltd.

Date: Tech: TH

Sample No: CTS-60 Checked by: JG

Test Procedure: Trimmed from shelby specimen

Method of testing: Method B Condition of test: inundated

Input: Calculations:

Diameter of ring: 63.84 mm Cross-sectional area: 32.01 cm2

3.2E-03 m2

Height of sample: 18.86 mm Volume of solids: 40.57 cc 4.1E-05 m3

Specific gravity: 2.70 (actual) Total volume: 60.37 cc (prior to loading)

Initial wet sample mass: 122.71 g Volume of voids: 19.80 cc (prior to loading)

Initial water content: 12.5 % Initial void ratio: 0.49 (prior to loading)

Initial LVDT reading: 12.1864 mm Dry mass of solids: 109.54 g

Final dry mass of sample: 109.54 g Initial wet density: 2033 kg/m3 (prior to loading)

Mechanical Advantage: 11.00 Initial dry density: 1814 kg/m3 (prior to loading)

Deviation intervals 0.0002 mm Initial LVDT reading: 12.19 mm

Loadin

g

Incre

ment

Pre

ssure

(kP

a)

R1

00

(mm

)

Uncorr

ecte

d

Sam

ple

Heig

ht

(mm

)

Equip

ment

Com

pre

ssib

ility

(mm

)

Corr

ecte

d S

am

ple

Heig

ht (m

m)

Volu

me o

f

Sam

ple

(cc)

Volu

me o

f V

oid

s

(cc)

Void

Ratio

Avera

ge V

oid

Ratio

R5

0

(mm

)

Corr

ecte

d S

am

ple

Heig

ht

at

R5

0

(mm

)

HD

50

(mm

)

tim

e50

(sec)

Coeff

icie

nt

of

Consolid

ation c

v

(cm

2/s

)

coeff

icie

nt

of

com

pre

ssib

ility

av

(per

kP

a)

swelling 11.9 0.49

1 28.7 12.0618 18.7354 0.0272 18.7626 60.06 19.49 0.48 0.48 12.09 18.79 9.39 180 9.66E-04

2 62.4 11.7500 18.4236 0.0548 18.4784 59.15 18.58 0.46 0.47 11.82 18.55 9.28 186 9.11E-04 6.65E-04

3 129.9 11.3950 18.0686 0.0730 18.1416 58.07 17.50 0.43 0.44 11.46 18.21 9.10 480 3.40E-04 3.94E-04

4 264.7 11.1760 17.8496 0.0962 17.9458 57.44 16.87 0.42 0.42 11.24 18.01 9.00 192 8.32E-04 1.15E-04

5 534.4 10.8115 17.4851 0.1228 17.6079 56.36 15.79 0.39 0.40 10.90 17.70 8.85 138 1.12E-03 9.89E-05

6 1073.8 10.2910 16.9646 0.1548 17.1194 54.80 14.23 0.35 0.37 10.41 17.24 8.62 156 9.39E-04 7.15E-05

7 2152.6 9.8155 16.4891 0.2078 16.6969 53.45 12.88 0.32 0.33 9.95 16.84 8.42 108 1.29E-03 3.09E-05

8 4345.2 9.3180 15.9916 0.2652 16.2568 52.04 11.47 0.28 0.30 9.46 16.40 8.20 108 1.23E-03 1.58E-05

9 1073.8 9.3590 16.0326 0.1936 16.2262 51.94 11.37 0.28 0.28

10 264.7 9.5220 16.1956 0.1404 16.3360 52.29 11.72 0.29 0.28

11 62.4 9.7700 16.4436 0.1088 16.5524 52.98 12.41 0.31 0.30

12 11.9 10.0900 16.7636 0.0622 16.8258 53.86 13.29 0.33 0.32

At End of Primary Consolidation Coefficient of Consolidation

One-Dimensional Consolidation Test - ASTM D 2435

30-Mar-10

Project No: M2112 Project Name Fortune Minerals Ltd.

Date: 30-Mar-10 Tech: TH





0.20

0.30

0.40

0.50

0.60

0.70

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

0.20

0.30

0.40

0.50

0.60

0.70

0.1 1 10 100 1000 10000

Void

Ratio

Effective Stress (kPa)

po = ~ 100 kPa

Project No: M2112-08A Project Name Fortune Minerals Ltd.

Date: Tech: TH






3.2E-03 m2


Specific gravity: 2.70 (assumed) Total volume: 58.79 cc (prior to loading)







Loadin

g

Incre

ment

Pre

ssure

(kP

a)

R1

00

(mm

)

Uncorr

ecte

d

Sam

ple

Heig

ht

(mm

)

Equip

ment

Com

pre

ssib

ility

(mm

)

Corr

ecte

d S

am

ple

Heig

ht (m

m)

Volu

me o

f

Sam

ple

(cc)

Volu

me o

f V

oid

s

(cc)

Void

Ratio

Avera

ge V

oid

Ratio

R5

0

(mm

)

Corr

ecte

d S

am

ple

Heig

ht

at

R5

0

(mm

)

HD

50

(mm

)

tim

e50

(sec)

Coeff

icie

nt

of

Consolid

ation c

v

(cm

2/s

)

coeff

icie

nt

of

com

pre

ssib

ility

av

(per

kP

a)

swelling 77.4 0.32

1 111.2 7.5810 18.3270 0.0040 18.3310 58.51 14.04 0.32 0.32 7.62 18.37 9.18 1740 9.55E-05

2 178.8 7.4915 18.2375 0.0100 18.2475 58.24 13.78 0.31 0.31 7.53 18.28 9.14 900 1.83E-04 8.86E-05

3 314.0 7.3425 18.0885 0.0220 18.1105 57.81 13.34 0.30 0.30 7.38 18.15 9.08 252 6.44E-04 7.27E-05

4 584.5 7.1420 17.8880 0.0320 17.9200 57.20 12.73 0.29 0.29 7.19 17.97 8.98 234 6.79E-04 5.06E-05

5 1125.4 6.8440 17.5900 0.0520 17.6420 56.31 11.84 0.27 0.28 6.92 17.72 8.86 306 5.05E-04 3.69E-05

6 2207.2 6.4630 17.2090 0.0860 17.2950 55.20 10.74 0.24 0.25 6.58 17.41 8.71 318 4.70E-04 2.30E-05

7 4403.2 6.0288 16.7748 0.1360 16.9108 53.98 9.51 0.21 0.23 6.17 17.05 8.52 300 4.77E-04 1.26E-05

8 1125.4 6.1190 16.8650 0.0660 16.9310 54.04 9.58 0.22 0.21

9 314.0 6.2700 17.0160 0.0380 17.0540 54.43 9.97 0.22 0.22

10 111.2 6.4220 17.1680 0.0200 17.1880 54.86 10.40 0.23 0.23

11 77.4 6.4850 17.2310 0.0140 17.2450 55.04 10.58 0.24 0.24



12-Apr-10


Date: 12-Apr-10 Tech: TH





0.10

0.15

0.20

0.25

0.30

0.35

0.40

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

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.1 1 10 100 1000 10000

Void

Ratio


po = ~ 275 kPa


Date: Tech: TH






3.2E-03 m2


Specific gravity: 2.67 (actual) Total volume: 58.38 cc (prior to loading)







Loadin

g

Incre

ment

Pre

ssure

(kP

a)

R1

00

(mm

)

Uncorr

ecte

d

Sam

ple

Heig

ht

(mm

)

Equip

ment

Com

pre

ssib

ility

(mm

)

Corr

ecte

d S

am

ple

Heig

ht (m

m)

Volu

me o

f

Sam

ple

(cc)

Volu

me o

f V

oid

s

(cc)

Void

Ratio

Avera

ge V

oid

Ratio

R5

0

(mm

)

Corr

ecte

d S

am

ple

Heig

ht

at

R5

0

(mm

)

HD

50

(mm

)

tim

e50

(sec)

Coeff

icie

nt

of

Consolid

ation c

v

(cm

2/s

)

coeff

icie

nt

of

com

pre

ssib

ility

av

(per

kP

a)

swelling 58.6 0.34

1 92.3 7.1269 18.1509 0.0060 18.1569 58.12 14.50 0.33 0.34 7.16 18.19 9.10 1320 1.23E-04

2 159.7 6.9830 18.0070 0.0200 18.0270 57.70 14.09 0.32 0.33 7.04 18.08 9.04 360 4.47E-04 1.41E-04

3 294.6 6.7100 17.7340 0.0400 17.7740 56.89 13.28 0.30 0.31 6.78 17.85 8.92 420 3.73E-04 1.38E-04

4 564.3 6.3820 17.4060 0.0680 17.4740 55.93 12.32 0.28 0.29 6.46 17.55 8.78 570 2.66E-04 8.16E-05

5 1103.7 5.9738 16.9978 0.1040 17.1018 54.74 11.13 0.26 0.27 6.09 17.21 8.61 840 1.74E-04 5.06E-05

6 2182.5 5.5570 16.5810 0.1360 16.7170 53.51 9.90 0.23 0.24 5.70 16.86 8.43 1020 1.37E-04 2.62E-05

7 4372.3 5.0750 16.0990 0.1920 16.2910 52.15 8.53 0.20 0.21 5.25 16.47 8.23 900 1.48E-04 1.43E-05

8 1103.7 5.2100 16.2340 0.1260 16.3600 52.37 8.75 0.20 0.20

9 294.6 5.4150 16.4390 0.0720 16.5110 52.85 9.24 0.21 0.21

10 92.3 5.6650 16.6890 0.0400 16.7290 53.55 9.93 0.23 0.22

11 58.6 5.7170 16.7410 0.0320 16.7730 53.69 10.07 0.23 0.23



12-Apr-10


Date: 12-Apr-10 Tech: TH





0.10

0.15

0.20

0.25

0.30

0.35

0.40

1E-05 1E-04 1E-03 1E-02

Coefficient of Consolidation (cm2/sec)

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.1 1 10 100 1000 10000

Void

Ratio


po = ~ 200 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: C061280CofC 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

25-MAR-10Lab Work Order #: L872023 Date Received:

MDH ENGINEERED SOLUTIONS CORP.

232 111 RESEARCH DRIVE

SASKATOON SK S7N 3R2

ATTN: MICHELLE STURBY FINAL 30-MAR-10 16:10 (MT)Report Date:

Version:

Certificate of Analysis

ALS LABORATORY GROUP ANALYTICAL REPORT

L872023 CONTD....

2PAGE

Result D.L. Units Extracted AnalyzedSample Details/Parameters

of

M2112

Qualifier* Batch

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

5

L872023-1

L872023-2

L872023-3

CTS - 33

CTS - 02

CTS - 84

NOT PROVIDED on 23-MAR-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

30-MAR-10

30-MAR-1030-MAR-1030-MAR-1030-MAR-1030-MAR-1030-MAR-10

29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

11.4

53130.516338.70.381820

37.17.482.80

14.3

45.112.319.310.60.3370.0

35.87.900.43

23.7

17.710.453.953.61.4378.6

37.88.480.70

Chloride (Cl) (Saturated Paste)

SAR, Cations and SO4 in saturated soil

Saturated Paste pH and EC







3.0

2.04.02.08.00.1012

1.00.100.10

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:

Matrix:

DLA

DLA

DLA

DLA

DLA

R1224201

R1224038R1224038R1224038R1224038R1224038R1224038

R1223531R1223531R1223531

R1224201

R1224038R1224038R1224038R1224038R1224038R1224038

R1223531R1223531R1223531

R1224201

R1224038R1224038R1224038R1224038R1224038R1224038

R1223531R1223531R1223531

ALS LABORATORY GROUP ANALYTICAL REPORT

L872023 CONTD....

3PAGE

Result D.L. Units Extracted AnalyzedSample Details/Parameters

of

M2112

Qualifier* Batch

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

5

L872023-4

L872023-5

L872023-6

CTS - 59

CTS - 140

CTS - 112




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

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

30-MAR-10


29-MAR-1029-MAR-1029-MAR-10

7.0

29.48.420.214.80.5124.9

77.77.840.36

28.9

452327382891.954240

39.17.815.70

5.0

56.78.924.712.00.3482.1

72.07.670.48










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

R1224201

R1224038R1224038R1224038R1224038R1224038R1224038

R1223531R1223531R1223531

R1224201

R1224038R1224038R1224038R1224038R1224038R1224038

R1223531R1223531R1223531

R1224201

R1224038R1224038R1224038R1224038R1224038R1224038

R1223531R1223531R1223531

CL-SAR-SK

SAR-CALC-SO4-SK

SAT/PH/EC-SK

Reference Information




L872023 CONTD....

4PAGE 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

L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6L872023-1, -2, -3, -4, -5, -6

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

DLADLADLADLADLADLADLADLADLADLA

QC Samples with Qualifiers & Comments:

DuplicateDuplicateDuplicateDuplicateDuplicateInternal Reference MaterialInternal Reference MaterialInternal Reference MaterialInternal Reference MaterialInternal Reference Material

QC Type Description

Test Method References:

5

Reference Information

L872023 CONTD....

5PAGE of

M2112

ALS Test Code Test Description Method Reference** Matrix

Test Method References:

Chain of Custody Numbers:

C061280

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.

5



Appendix E Occupation Health and Safety - Excavation

OCCUPATIONAL HEALTH AND SAFETY, 1996

131

O-1.1 REG 1

PART XVIIExcavations, Trenches, Tunnels and Excavated Shafts

Interpretation257 In this Part:

(a) “sheeting” means the members of a shoring system that retain theearth in position and, in turn, are supported by other members of the shoringsystem, and includes uprights placed so that individual members are closelyspaced, in contact with or interconnected to each other;

(b) “shoring” means an assembly of structural members designed toprevent earth or material from falling or sliding into an excavation;

(c) “spoil pile” means material excavated from an excavation, trench,tunnel or excavated shaft;

(d) “temporary protective structure” means a structure or device in anexcavation, trench, tunnel or excavated shaft that is designed to provideprotection from cave-ins, collapse, sliding or rolling materials, and includesshoring, boxes, trench shields and similar structures;

(e) “type 1 soil” means soil that most closely exhibits the followingcharacteristics:

(i) is hard in consistency, very dense in compactive condition and, if astandard penetration test is performed, has a standard penetrationresistance of greater than 50 blows per 300 millimetres;

(ii) can be penetrated only with difficulty by a small, sharp object;

(iii) has a dry appearance;

(iv) has no signs of water seepage;

(v) can be excavated only by mechanical equipment;

(vi) does not include previously excavated soils;

(f) “type 2 soil” means soil that most closely exhibits the followingcharacteristics:

(i) is very stiff in consistency, dense in compactive condition and, if astandard penetration test is performed, has a standard penetrationresistance of 30 to 50 blows per 300 millimetres;

(ii) can be penetrated with moderate difficulty by a small, sharp object;

(iii) is difficult to excavate with hand tools;

(iv) has a low to medium natural moisture content and a dampappearance after it is excavated;

(v) has no signs of water seepage;

(vi) does not include previously excavated soils;


132

O-1.1 REG 1

(g) “type 3 soil” means soil that:

(i) most closely exhibits the following characteristics:

(A) is stiff in consistency, compact in compactive condition and, ifa standard penetration test is performed, has a standard penetrationresistance of 10 to 29 blows per 300 millimetres;

(B) can be penetrated with moderate ease by a small, sharpobject;

(C) is moderately difficult to excavate with hand tools;

(D) exhibits signs of surface cracking;

(E) exhibits signs of localized water seepage; or

(ii) is previously excavated soil that does not exhibit any of thecharacteristics of type 4 soil;

(h) “type 4 soil” means soil that:

(i) exhibits any of the following characteristics:

(A) is firm to very soft in consistency, loose to very loose incompactive condition and, if a standard penetration test isperformed, has a standard penetration resistance of less than 10blows per 300 millimetres;

(B) is easy to excavate with hand tools;

(C) is cohesive soil that is sensitive and, on disturbance, isslightly reduced in internal strength;

(D) is dry and runs easily into a well-defined conical pile;

(E) has a wet appearance and runs easily or flows;

(F) is granular soil below the water table, unless the soil has beendewatered;

(G) exerts substantial hydraulic pressure when a support systemis used; or

(ii) is previously excavated soil that exhibits any of the characteristicsset out in paragraphs (i)(A) to (G);

(i) “upright” means a vertical member of a shoring system that is placed incontact with the earth and usually positioned so that the vertical memberdoes not contact any other vertical member;

(j) “wale” means a horizontal member of a shoring system that is placedparallel to the excavation face and whose sides bear against the verticalmembers of the shoring system or the earth.

4 Oct 96 cO-1.1 Reg 1 s257.


133

O-1.1 REG 1

Application of Part258 This Part applies to excavations, trenches, tunnels and excavated shaftsother than excavations, trenches, tunnels and excavated shafts that are governedby The Mines Regulations.

4 Oct 96 cO-1.1 Reg 1 s258.

Locating underground pipelines, etc.259(1) An employer or contractor shall accurately establish the location of allunderground pipelines, cables and conduits in an area where work is to be done andshall ensure that those locations are conspicuously marked:

(a) before commencing work using power tools or powered mobile equipmenton an excavation, trench, tunnel, excavated shaft or borehole; or

(b) before breaking ground surface with any equipment to a depth that maycontact underground utilities.

(2) Where an operation is to be undertaken involving the disturbance of soilwithin 600 millimetres of an existing pipeline, cable or conduit, an employer orcontractor shall ensure that the pipeline, cable or conduit is exposed by handdigging or other approved method before mechanical excavating is allowed to beginwithin that area.

(3) Where an operation mentioned in subsection (2) exposes a pipeline, cable orconduit, an employer or contractor shall ensure that the pipeline, cable or conduit issupported to prevent any damage during backfilling and any subsequent settlementof the ground.

(4) Where there is contact with or damage to an underground pipeline, cable orconduit, an employer or contractor shall immediately:

(a) notify the owner of the pipeline, cable or conduit that contact or damagehas occurred; and

(b) take steps to protect the health and safety of any worker who may be atrisk until any unsafe condition resulting from the contact or damage isrepaired or corrected.

4 Oct 96 cO-1.1 Reg 1 s259.

Excavating and trenching260(1) An employer or contractor shall ensure that:

(a) before excavating or trenching begins, where the stability of a structuremay be affected by an excavation or trench, the structure is supported by atemporary protective structure designed by a professional engineer andconstructed, installed, used, maintained and dismantled in accordance withthat design;

(b) all loose material is scaled or trimmed from the side of an excavation ortrench where a worker is required or permitted to be present;

(c) equipment, spoil piles, rocks and construction materials are kept at leastone metre from the edge of an excavation or trench;


134

O-1.1 REG 1

(d) an excavation or trench that a worker may be required or permitted toenter is kept free from any accumulation of water; and

(e) the slope of a spoil pile adjacent to an excavation or trench has a slope atan angle not steeper than one horizontal to one vertical, or 45° measured fromthe horizontal.

(2) Subject to subsections (3) and (4), where a wall of an excavation or trench is cutback, an employer or contractor shall ensure that:

(a) in the case of type 1 or type 2 soil, the walls are sloped to within 1.2metres of the bottom of the excavation or trench, with a slope at an angle notsteeper than one horizontal to one vertical, or 45° measured from thehorizontal;

(b) in the case of type 3 soil, the walls are sloped from the bottom of theexcavation or trench, with a slope at an angle not steeper than one horizontalto one vertical, or 45° measured from the horizontal; and

(c) in the case of type 4 soil, the walls are sloped from the bottom of theexcavation or trench, with a slope at an angle not steeper than threehorizontal to one vertical, or 19° measured from the horizontal.

(3) Where an excavation or trench contains more than one type of soil, the soilmust be classified as the soil type with the highest number.

(4) Subsection (2) does not apply to an excavation or trench that is cut in soundand stable rock.

(5) Where an excavation or trench is to be made in the vicinity of an overheadpower line, an employer or contractor shall ensure that the work is carried out in amanner that will not reduce the original support provided for any overhead powerline pole, unless permission has previously been obtained from the utility companyresponsible for the overhead power line.

(6) An employer or contractor shall ensure that no powered mobile equipment orvehicle is operated, and that no powered mobile equipment, vehicle or heavy load islocated, near an excavation or trench so as to affect the stability of the walls of theexcavation or trench.

4 Oct 96 cO-1.1 Reg 1 s260; 31 Jan 97 SR 6/97s11.

Temporary protective structures261(1) An employer or contractor shall ensure that a temporary protectivestructure to be used pursuant to this Part:

(a) is designed, constructed, installed, used, maintained and dismantled toprovide adequate protection to a worker who is in an excavation, trench,tunnel, excavated shaft or borehole and to a worker who installs, uses,maintains or dismantles the temporary protective structure; and

(b) extends at least 300 millimetres above the wall of the excavation, trench,tunnel, excavated shaft or borehole to prevent material from falling in.


135

O-1.1 REG 1

(2) An employer or contractor shall ensure that:

(a) all drawings and instructions necessary to safely construct, install, use,maintain and dismantle a temporary protective structure required pursuantto this Part are kept at the site of the excavation, trench, tunnel, excavatedshaft or borehole; and

(b) where required by this Part, a professional engineer certifies that thetemporary protective structure, if constructed and installed as drawn andused, maintained and dismantled as instructed, will provide adequateprotection to a worker who constructs, installs, uses, maintains or dismantlesthe temporary protective structure.

(3) Freezing the ground by artificial means is acceptable as an alternative orpartial alternative to installing a temporary protective structure in an excavation,trench, tunnel, excavated shaft or borehole if the freezing is:

(a) designed by a professional engineer to control the ground condition so asto ensure the safety of workers; and

(b) performed in accordance with the professional engineer’s specificationsand instructions.

(4) Natural freezing of the ground is not acceptable as an alternative or partialalternative to the installation of temporary protective structures.

4 Oct 96 cO-1.1 Reg 1 s261.

Protection against cave-in of excavations262(1) Where a worker is present in an excavation that is more than 1.2 metresdeep and is required to be closer to the wall or bank than the distance equal to thedepth of the excavation, an employer or contractor shall ensure that the worker isprotected from cave-ins or sliding material by:

(a) cutting back the upper portion of the walls of the excavation inaccordance with subsection 260(2);

(b) installing a temporary protective structure; or

(c) a combination of cutting back the walls to the slope specified insubsection 260(2) and installing a temporary protective structure thatextends at least 300 millimetres above the base of the cut-back.

(2) Subject to subsection (3), an employer or contractor shall ensure that atemporary protective structure required by clause (1)(b) or (c) is:

(a) designed and installed using shoring made of number 1 structural gradespruce lumber having the dimensions set out in Table 17 of the Appendix forthe type of soil and the depth of the excavation or made of material ofequivalent or greater strength; or

(b) designed by a professional engineer and constructed, installed, used,maintained and dismantled in accordance with that design.

(3) An employer or contractor shall ensure that a temporary protective structurein an excavation more than three metres deep is designed and certified as safe by aprofessional engineer and installed, used, maintained and dismantled in accordancewith that design.

4 Oct 96 cO-1.1 Reg 1 s262.


136

O-1.1 REG 1

Protection against cave-in of trenches263(1) Where a worker is present in a trench that is more than 1.2 metres deep,an employer or contractor shall ensure that the worker is protected from cave-ins orsliding material by:

(a) cutting back the upper portion of the walls of the trench in accordancewith subsection 260(2);

(b) installing a temporary protective structure; or

(c) a combination of cutting back the walls to the slope specified insubsection 260(2) and installing a temporary protective structure thatextends at least 300 millimetres above the base of the cut-back.

(2) An employer or contractor shall ensure that a temporary protective structurerequired by clause (1)(b) or (c) is:

(a) designed and installed using shoring made of number 1 structural gradespruce lumber having the dimensions set out in Table 17 of the Appendix forthe type of soil and the depth of the trench or made of material of equivalentor greater strength; or

(b) designed by a professional engineer and constructed, installed, used,maintained and dismantled in accordance with that design.

(3) An employer or contractor shall ensure that a temporary protective structurein a trench more than six metres deep in type 1, type 2 or type 3 soil or in a trenchmore than four metres deep in type 4 soil is designed and certified as safe by aprofessional engineer and installed, used, maintained and dismantled in accordancewith that design.

(4) An employer or contractor shall ensure that:

(a) shoring is installed and removed in a manner that protects workers fromcave-ins and structural collapses and from being struck by shoring components;

(b) shoring components are securely connected together to prevent sliding,falling, kickouts or other possible failure; and

(c) individual components of shoring are not subjected to loads that exceedthe loads the components were designed to bear.

(5) Where a worker is in a trench that is more than 1.2 metres deep, an employeror contractor shall ensure that a competent worker is stationed on the surface toalert the worker in the trench about the development of any potentially unsafeconditions and to provide assistance in an emergency.

(6) Where a worker is required to enter a trench, an employer or contractor shall:

(a) install ladders, stairways or ramps to provide a safe means of entrance toand exit from the trench; and

(b) ensure that the ladder, stairway or ramp is located not more than eightmetres from a worker working in the trench.

(7) An employer or contractor shall ensure that workers are instructed in andcomply with the requirements of this section.

4 Oct 96 cO-1.1 Reg 1 s263.


137

O-1.1 REG 1

Excavated shafts and tunnels264(1) An employer or contractor shall ensure that:

(a) during excavating, the walls of an excavated shaft or tunnel are retainedby temporary protective structures that are adequate:

(i) for the type of soil; and

(ii) to prevent collapse or cave-in of the walls of the excavated shaft ortunnel;

(b) during the excavating of an excavated shaft that is three metres or moredeep or of a tunnel, the walls of the shaft or tunnel are retained by temporaryprotective structures designed and certified by a professional engineer to beadequate for the protection of workers in the shaft or tunnel and constructed,installed, used, maintained and dismantled in accordance with that design;

(c) a solid or wire mesh fence at least one metre high, or other equallyeffective means of preventing material from falling into an excavated shaft orthe surface opening of a tunnel, is provided around that shaft or opening; and

(d) substantial gates that are not less than one metre high are installed inevery opening in a fence provided pursuant to clause (c) and the gates arekept closed except when being used.

(2) A worker who opens a gate mentioned in clause (1)(d) shall close the gate afterthe worker no longer has a need to keep the gate open.

(3) An employer or contractor shall provide suitable equipment to keep a tunnel orexcavated shaft free from any accumulation of water.

4 Oct 96 cO-1.1 Reg 1 s264.

Boreholes, belled areas of excavated shafts265(1) An employer or contractor shall ensure that:

(a) a worker who is required or permitted to enter a borehole is protected bythe installation of a casing that is designed by a professional engineer andconstructed, installed, used, maintained and dismantled in accordance withthat design; and

(b) the casing mentioned in clause (a) extends and remains at least 300millimetres above the surface of the ground to prevent material from fallinginto the casing.

(2) An employer or contractor shall not require or permit a worker:

(a) to enter the belled area of an excavated shaft unless the worker isprotected by a temporary protective structure that is designed by a professionalengineer and constructed, installed, used, maintained and dismantled inaccordance with that design; or

(b) to remain in a belled area of an excavated shaft where the worker may beexposed to falling materials.

(3) An employer or contractor shall ensure that the worker precedes or accompanieseach load of excavated material to the surface.

4 Oct 96 cO-1.1 Reg 1 s265.


252

O-1.1 REG 1

TABLE 17[Sections 262 and 263]

Tre

nch

or

Soi

lB

race

sE

xcav

atio

nT

ype

Dep

thU

prig

hts

Wid

th o

f E

xcav

atio

n o

r T

ren

ch a

t B

race

Wal

esL

ocat

ion

Bra

ce S

paci

ng

1.8

m t

o 3.

6 m

Up

to 1

.8 m

Ver

tica

lH

oriz

onta

l

3.0

m o

r le

ss1

50 m

m x

200

mm

at

1.2

m o

/c20

0 m

m x

200

mm

150

mm

x 1

50 m

m1.

2 m

*2.4

m*2

00 m

m x

200

mm

250

mm

x 2

00 m

m a

t 1.

2 m

o/c

200

mm

x 2

00 m

m15

0 m

m x

150

mm

1.2

m*2

.4 m

*200

mm

x 2

00 m

m3

50 m

m x

200

mm

at

10 m

m g

ap20

0 m

m x

200

mm

200

mm

x 2

00 m

m1.

2 m

2.4

m25

0 m

m x

250

mm

475

mm

x 2

00 m

m a

t 10

mm

gap

250

mm

x 2

50 m

m20

0 m

m x

200

mm

1.2

m2.

4 m

300

mm

x 3

00 m

m

Ove

r1

50 m

m x

200

mm

wit

h 1

0 m

m g

ap20

0 m

m x

200

mm

150

mm

x 1

50 m

m1.

2 m

2.4

m20

0 m

m x

200

mm

3.0

m t

o 4.

5 m

250

mm

x 2

00 m

m w

ith

10

mm

gap

200

mm

x 2

00 m

m20

0 m

m x

200

mm

1.2

m2.

4 m

250

mm

x 2

50 m

m3

50 m

m x

200

mm

wit

h 1

0 m

m g

ap25

0 m

m x

250

mm

250

mm

x 2

50 m

m1.

2 m

2.4

m25

0 m

m x

250

mm

Ove

r3.

0 m

to

4.0

m4

75 m

m x

200

mm

wit

h 1

0 m

m g

ap30

0 m

m x

300

mm

300

mm

x 3

00 m

m1.

2 m

2.4

m30

0 m

m x

300

mm

Ove

r1

50 m

m x

200

mm

wit

h 1

0 m

m g

ap20

0 m

m x

200

mm

200

mm

x 2

00 m

m1.

2 m

2.4

m20

0 m

m x

200

mm

4.5

m t

o 6.

0 m

250

mm

x 2

00 m

m w

ith

10

mm

gap

250

mm

x 2

50 m

m25

0 m

m x

250

mm

1.2

m2.

4 m

250

mm

x 2

50 m

m3

50 m

m x

200

mm

wit

h 1

0 m

m g

ap30

0 m

m x

300

mm

300

mm

x 3

00 m

m1.

2 m

2.4

m30

0 m

m x

300

mm

*N

ote:

for

exca

vati

ons

and

tren

ches

to

3 m

dee

p in

soi

l typ

es 1

an

d 2,

th

e w

ales

can

be

omit

ted

if t

he

brac

es a

re u

sed

at 1

.2 m

hor

izon

tal s

paci

ngs

.

Ex

cav

ati

on

an

d T

ren

ch S

ho

rin

g

geotechnical foundation investigation report for …...evaluation for the site in support of...

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