Rabaska - LNG Receiving Terminal West Option Site

Levis, Quebec

Geotechnical Site Study Report (Phase 2) Addendum to Volumes 1 and 2

Rabaska Limited Partnership

Our File T-1050-B (603333-KELL) September 2005

TERRATECH Division of SNC-LAVALIN ENVIRONMENT INC. 455 René-Lévesque Blvd. West Montreal (Quebec) H2Z 1Z3 Telephone: (514) 393-1000 Telecopier: (514) 393-9540

Original signed by:

TABLE OF CONTENTS

PAGE

1. INTRODUCTION ..................................................................................................1

2. ADDITIONAL INFORMATION AND DISCUSSION..............................................2

3. PERSONNEL......................................................................................................11 LIST OF APPENDICES APPENDIX I - Drawing / Location Plan (with contour lines of bedrock) APPENDIX II - List of Standards APPENDIX III - Dynamic Parameters of Soil and Bedrock

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1. INTRODUCTION

This Addendum should be considered as part of the Geotechnical Site Study Report (Phase 2) issued by Terratech on 4 May 2005. This addendum provides additional discussion and recommendations, based on information already given in the aforementioned Geotechnical Site Study Report, in response to comments from M. W. Kellogg Limited and SNC-Lavalin Inc. The addendum also addresses some issues raised or contemplated during the recent FEED (Front End Engineering Design) analysis of the project with some reserve regarding data to be obtained during the in-coming or future (Phase 3) site investigations. Comments provided herein concern specific sections of the Geotechnical Site Study Report (Phase 2) issued on 4 May 2005, which is thereafter referred as the “Report”.

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2. ADDITIONAL INFORMATION AND DISCUSSION

[Section 2.1, 2nd paragraph (p. 3)] Subsurface investigations, soil description,

and in-situ and laboratory testing of soil and rock were performed in compliance to the recognized standards listed in Appendix II of this Addendum. Standards applicable to chemical testing of groundwater are given in Appendix II of the “Report”.

[Section 2.2, 1rst paragraph (p. 4)] Water was used as drilling fluid in all of the

boreholes whose results are presented in Appendix I of the “Report”.

The Tropari Apparatus, designated as

Tropari/PDSI, was supplied by Pajari Instruments Ltd. (Ref.: www.pajari.com).

[Section 2.2, 3rd paragraph (p. 4)] Clayey or cohesive and stiff to very stiff soils

were encountered only sparsely, very locally and within thin layers at the investigated site. Therefore only disturbed soil samples were taken in the boreholes by means on the standard split spoon sampler.

[Section 2.2, 4th paragraph (p. 4)] All recovered soils samples were visually

examined in the field by Terratech senior soil technician. They were placed in plastic bags and sent to Terratech Laboratory in Montreal for laboratory testing and storage. Visual description of soils was done in compliance to the classification and terminology provided in Appendix I of the “Report” (see: Explanation of the Form Boring Log). Applicable standards are also listed in Appendix II of this Addendum.

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[Section 2.2, last paragraph (p. 5)] Soil and rock samples are intended to be

kept until December 2007, which is considered as foreseeable future. However Rabaska Limited Partnership or its representatives shall be consulted before the said samples are discarded.

[Section 2.3.14thparagraph (p. 6)] The conventional seismic refraction method

is in reference to the usual practice of seismic refraction for soils and bedrock surface. For details, the reader should refer to Appendix VII of the “Report” (section 4.0 of the report by Geophysics GPR International Inc., dated 2 March 2005).

[Section 2.4.1, (p. 7)] Laboratory testing of soil and rock were

performed in compliance to the recognized standards listed in Appendix II of this Addendum. Standards applicable to chemical testing of groundwater are given in Appendix II of the “Report”.

[Section 3.1, 1rst par, 4th line (p. 9)] Erratum: Replace par by part. [Section 3.1, 2nd paragraph (p. 9)] A drawing showing the elevation of bedrock

is presented in Appendix I of this Addendum. Based in this drawing, a rock depression was found to exist over a width of about 70 m at the site of the proposed West Storage Tank, and over a width close to 120 m at the site of the process area (between Boreholes BH-103-05 and BH-401-05).

[Section 3.2.1, 3rd par., 2ndline (p. 10)] Erratum: Replace thin by thinly.

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[Section 3.2.1, 3rd par., 6thline (p. 10)] Modification of text: Replace piles by

stacking lithostratigraphic units. [Section 3.2.2, 4thparagraph (p. 11)] Modification of text: Remove end of

sentence: showing axial surfaces subparallel to the faults, oriented north-south and dipping steeply towards the southeast.

[Section 3.2.2, 8thparagraph (p. 11)] Subsurface investigations recently carried

out at the project site, mainly by boreholes, have also revealed the nature and properties of soils and the true position of bedrock. Trial exploratory trenches shall be carried out in a near future to assess the rock cartography and also the bedrock structure with respect to folds and faults.

[Section 3.2.2.1, 3rd par. (p. 12)] Modification of text: Replace with the general

faulting trend reported by with the general understanding of the rock structure.

[Section 3.2.2.1, 4th par. (p. 12)] Trial exploratory trenches shall be carried out

in a near future to assess the bedrock structure with respect to folds and faults, and synforms.

[Section 3.2.2.2, 4th par. (p. 13)] Modification of text: Add Also boreholes

were performed at the project site to determine the quality of the bedrock.

[Section 3.3.2, 4th par. (p. 14)] Modification of text: Replace Appalachian

Erection by raise of Appalachian Front.

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[Section 3.2.2, 5th par. (p. 15)] Modification of text: Replace since at least the end of the Appalachian Erection (-400 My) by since at least –400 My.

[Section 3.2.2.2, 7th par. 2nd line (p. 15)] Modification of text: Replace the probable

inactivity of the faults by the probable inactivity of the (slip) faults presumably associated with ductile phase folding.

[Section 3.2.2.2, 8th par. (p. 15)] Modification of text: Replace trenching in the

glacial deposit over a known fault should be achieved to hopefully observe any movement or disturbance in the soils that could be related to a recent fault activity by trenching in the glacial deposit over a known anomaly (fault or fold) should be achieved to observe any movement or disturbance in the soils that could be related to a recent fault (or fold) activity.

[Section 3.3.3.4.1, title of sec. (p. 20)] Erratum: Replace Peal by Peak. [Section 3.3.3.4.2, last par. (p. 22)] The resistance of foundation material to

seismic loading, mainly the liquefaction potential, needs to be determined for the process area where soil deposits deeper than 10 m are foreseen. This should be carried by means of additional and future boreholes results, as the process area was investigated only by 3 widely spaced boreholes.

[Section 4.1, 1rst paragraph (p. 23)] The bedrock contour elevation are shown on

Drawing # T-1050-B-ADEN-4GDD-0001 inserted in Appendix I of this Addendum.

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[Section 4.1, 1rst paragraph (p. 23)] Tabulated soil NSPT values, and also rock RQD and compressive strength values are shown on the boreholes logs with respect to the depth and elevation. This information is presented in Appendix 1 of the “Report”.

[Section 4.2., 2nd paragraph (p. 23)] The peat encountered at the investigated site

is generally fibrous at shallow depth and becomes amorphous with depth.

[Section 4.2.4, 4th par. 4th line (p. 25)] Erratum: Replace et by and. [Section 4.2.4, 4th par. 5th line (p. 25)] Erratum: Replace reache by reached [Section 4.2.4, 4thpar. last line (p. 25)] Modification of text: Replace rock probing by

formal rock determination. [Section 4.2.4, 5th par. 3rd line (p. 25)] Modification of text: Replace dense to very

dense soils by dense to very dense and generally well graded soils.

[Section 4.3, 8th par. (p. 27)] Modification of text: replace The compressive

strength of the rock, as determined from 24 compression tests performed on rock cores, generally varied from 4 to 54 MPa. to The compressive strength of the rock, as determined from 24 compression tests performed on rock cores within a depth range of 5 to 14 m below existing grade, generally varied from 4 to 54 MPa, with an average value of 20 MPa.

[Section 5, 5th par. (p. 29)] An hydrological study of the project site was

recently (July 2005) carried out by SNC-Lavalin Environment inc.

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[Section 5, Table 5-1, (p. 30)] Erratum: Correct 0.20 by – 0.20 (depth of groundwater in BH-102-05), and correct 0.35 by – 0.35 (depth of groundwater in BH-116B-05).

[Section 5, Table 5-2, (p. 31)] PH value of 11 on groundwater (BH-110-05)

is doubtful. [Section 6.2.2, 1st par. (p. 34)] Modification of text: Replace The depressed

enclosures are intended to be provided with permanent side slopes of 2.5 (H) : 1 (V) within the overburden, and with 1 (H) : 10 (V) slopes in the bedrock by It was assumed during the FEED analysis of the project, that the depressed enclosures would be provided with permanent side slopes of 2.5 (H) : 1 (H) within the overburden, and with 1 (H) : 10 (V) slopes in the bedrock. This excavation feature is being redefined and discussed in the following paragraphs

[Section 6.2.2, 3rd par. (1), (p. 34)] Modification of text: Replace: This granular

slope protection and pad will consist of a geotextile fabric covered by coarse clean crushed stone by This granular slope protection and pad will consist of a geotextile fabric covered by coarse clean crushed stone, eventually combined with inclined perforated drains located a short distance from the exposed face of the slopes. This feature should be implemented with a drainage system installed at the crown of slope to intercept runoff.

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[Section 6.2.2, 4th par. (2), (p. 34)] Modification of text: Replace: To better define

the excavability of the rock, and also to assess the groundwater inflow into the excavation, a trial pit should be carried out … by To better define the excavability of the rock, and also to assess the groundwater inflow into the excavation, a full size field trial excavation should be carried out …

[Section 6.2.2, 6th par. (4), (p. 35)] Addition of text : As the bedrock is likely

dipping in one direction, i.e. towards the southeast, rock bolting may also be locally contemplated. However, this needs to be reconsidered following the full size trial excavation. Where dipping would permit it, steep rock slopes close to 10 (V) : 1 (H) and generally no higher than 8 m may be contemplated if duly protected from weathering and alteration by shotcrete covered wire mesh adequately retained by closely spaced rock anchors, and provided with underdrainage.

[Section 6.3.1, 2nd par., (p. 37)] Addition of text : Additional boreholes are

needed in the proposed process area, to adequately determine the subsurface stratigraphy and formally evaluate the soil liquefaction potential under earthquake conditions. The additional site investigations shall be defined as the plant layout gets more advanced. These would likely be included and carried out during the Phase 3 Geotechnical Investigations.

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[Section 6.3.2, 5th par. (7), (p. 38)] Addition of text :

(8) At the site of the process area, soil liquefaction under earthquake conditions is presently not considered to be an object of concern, as based on limited soils data (within the process area ) loose to compact soils are encountered only at shallow depth, i.e. no deeper than 0.6 to 1.8 m. Furthermore dense to very dense soils or bedrock are found at and beyond depths 0.6 to 1.8 m below exiting grade. Finally, shallow foundations will be seated on dense soil and rock at depths of 1.8 or 2.0 m to be fully protected against frost conditions.

[Section 6.5, 6th par. (5), (p. 41)] Addition of text:

(6) In the proposed lay-down area, sub-base and base course materials, as previously outlined in (1) to (4), should be considered for traffic of vehicles. Also adequate profiling of finished grade and side drainage should be provided for surface runoff. (7) Steep (10 (V): 1 (H) slope) and deep (20 m max.) rock cuts are contemplated for a 150 m long section of road oriented SE-NW, located between borehole BH-307-05 and the shore line and leading to the jetty supporting the unloading facilities. Presently no information is available concerning the deep bedrock condition. However, based on the local geology, and with the assumption that the

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bedrock is dipping in one direction towards the southeast, steep rock slopes close to 10 (V) : 1 (H) may be contemplated if duly protected from weathering and alteration by shotcrete covered wire mesh adequately retained by closely spaced rock anchors. Underdrainage and toe drainage would be required together some benching at about every 8 to 10 m rise.

[Section 6.6, table 6-1, (p. 42)] Modification of Table 6-1 of Report: see Appendix III of this Addendum.

[Appendix I, Explanation of the Form Boring Log, p. 1of 2] Classification and terminology generally refer

to the Standards listed in Appendix I of this Addendum.

SPT N-Index are not corrected for energy

loss. [Appendix I, Explanation of the Form Boring Log, p. 2 of2]

In impervious soils, accurate determination of the groundwater regime requires the installation of piezometers. Rock coring was performed by means of diamond core drilling only, and no tungsten bits were used. Soil and rock samples will be stored and kept until December 2007 (See Section 2.2 of the “Report”).

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I

I gLocation Plan

Appendix I Drawing / Location Plan (with contour lines of bedrock)

II Appendix II List of Standards

II

List of Standards

Type Designation ASTM Standards

NQ/BNQ Standards LC Standards

Core drilling 2113 Groundwater monitoring 4750 Soil sampling 4220 SPT 1586 2501-140

Subsurface

investigations

Dynamic cone penetration 2501-145 Atterberg's Limits 4318 2501-090, 2501-092 Classification of soils 2487 Description of soils 2488 Grain size analysis (sedimentation) 422 2501-025 Grain size analysis (sieving) 1140 2501-025 21-040

Soil testing

Moisture content 2216 21-200, 21-201

Compressive strength 2938 Rock testing Pyrite detection C 295, C 956 2560-500, 2560-510,

2560-900

III Appendix III Dynamic Parameters of Soil and Bedrock

IIIyof Soil and B

edrock

Table 6-1

(Revised version)

Dynamic Parameters of Soils and Bedrock

Poisson Ratio

GS

Es

Depth

AssumedMass

Density min. max. min max. min. max.

Borehole M

Description Kg/m3 - GPa Gpa

2.2 – 9.7 Dense to very dense sand with some gravel and silt

1 900 0.36 0.46 0.47 0.87 1.30 2.41 BH-101-05

9.7 – 23.7 Severely fractured calcareous mudstone

2 600 0.33 0.48 0.91 3.93 2.71 11.31

2.3 – 5.1 Compact sand and silt

1 900 0.14 0.18 N/a N/a N/a N/a

5.1 – 20.8 Fractured to locally moderately jointed red and greenish grey mudstone

2 600 0.40 0.48 0.87 1.90 2.53 5.52

BH-109-05

20.8 – 23.2 Moderately jointed grey shale or red and grey mudstone

2 600 0.43 0.45 2.45 3.80 7.14 10.85

www.snclavalin.com TERRATECH, division of SNC-Lavalin Environment inc. 455, René-Lévesque Blvd. W. Montreal (Quebec) H2Z 1Z3 Canada Telephone: (514) 393-1000 Telecopier: (514) 393-9540