MULTI-USER IRON ORE PORT FACILITY - STAGE 1

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 24 Hasler Road Herdsman WA 6017 Australia

MULTI-USER IRON ORE PORT FACILITY - STAGE 1

ProMet Engineers Port Hedland GEOTHERD08156AB-AC (Rev 1) 20 May 2008

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 GEOTHERD08156AB-AC (Rev 1) 24 Hasler Road Herdsman WA 6017 Australia PO Box 1530 Osborne Park DC 6916 Australia T (+61) (8) 9347 0000 F (+61) (8) 9347 0099 www.coffey.com.au

20 May 2008

ProMet Engineers 267 St Georges Terrace PERTH WA 6000

Attention: Mr. Graham Stafford

Dear Sir

RE: REPORT ON STAGE 1 GEOTECHNICAL INVESTIGATION

This letter presents our report on a geotechnical investigation carried out at the above site. It should be noted that the text and Appendices A, B, and C remain unchanged. Appendix D has been added which contains a copy of the concept plan for development of the site following consultation. It should be noted that assumptions made in the report, in particular regarding the access road trafficking, are incorrect.

If you have any questions related to the report or we can be of further assistance, please do not hesitate to contact the undersigned.

For and on behalf of Coffey Geotechnics Pty Ltd

Hamish Nelson

Associate Engineer

Distribution: Original held by Coffey Geotechnics Pty Ltd

1 paper py Coffey Geotechnics Pty Ltd Library

1 electronic copy ProMet Engineers

1 electronic copy PINC Group (Murray Allen)

1 electronic copy van der Meer Consulting (Jean Claude Sulon)

1 electronic copy Sinclair Knight Merz (Dan Hunter)

ATTACHMENTS

Coffey Geotechnics GEOTHERD08156AB-AC (Rev 1) 20 May 2008

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1 INTRODUCTION 1

2 PROPOSED DEVELOPMENT 1

3 OBJECTIVES 1

4 INFORMATION SUPPLIED BY OTHERS 2

5 FIELDWORK 2

5.1 General 2

5.2 Multi-User Stockyard and Associated Facilities Site 2 5.2.1 General 2 5.2.2 Hand Auger Boreholes 2 5.2.3 Test Pitting 3 5.2.4 Hand Held Testing 3

5.3 Access / Haul Road Site 3 5.3.1 General 3 5.3.2 Hand Auger Boreholes 4 5.3.3 Test Pitting 4 5.3.4 Hand Held Testing 4

6 DESCRIPTION OF LABORATORY TESTING 4

7 SITE CONDITIONS 5

7.1 Surface Conditions – Multi-User Site and Access Road 5

7.2 Subsurface Conditions 5

7.3 Groundwater Levels 7

8 RECOMMENDATIONS 8

8.1 General 8

8.2 Acid Sulphate Soils and Potential Acid Sulphate Soils 8

8.3 Stockyard Site 9 8.3.1 Proposed Development 9 8.3.2 Recommended Design Approach 9 8.3.3 Stability Analysis 9 8.3.4 Construction Timing 11

ATTACHMENTS


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8.3.5 Construction over Mangrove Muds 11 8.3.6 Sea Wall Foundation 12 8.3.7 Conveyor Footings 12

8.4 Access Road Site 12

8.5 Preliminary Flexible Pavement Design for Access Road 13 8.5.1 Subgrade Preparation 13 8.5.2 Preliminary Pavement Design 13 8.5.3 Pavement Materials 13

8.6 Mangrove Regeneration Area 13

9 ADDITIONAL INVESTIGATION 14

10 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT 14

11 REFERENCES 14

Figures

1 Access Road Test Location Plan

2 Stockyard Area Test Location Plan

3 Stockyard Area – Depth of Muds

4 Slope Stability Plot – Downstream (outside) Batter

5 Slope Stability Plot – Inside Batter

Appendices

A Results of Field Investigation – Stockyard Site (21 pages)

B Results of Field Investigation – Access Road Site (13 pages)

C Results of Laboratory Testing (28 pages)

D Concept Construction Plan (Coffey Reference GEOTHERD08156AB-AE)



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1 INTRODUCTION

This report describes geotechnical studies carried out by Coffey Geotechnics Pty Ltd (Coffey) for Port Hedland Port Authority (PHPA), via Promet Engineers Pty Ltd, on the proposed project located at Finucane Island, Port Hedland.

This work was commissioned by Mr Andre Bush of PHPA on 22 January 2007via Purchase Order No. 15431 dated 22 January 2007 with reference to Coffey Proposal Ref: GEOTHERD08156AB-AA.

This report is prepared and is to be read subject to the terms and conditions contained in our proposal GEOTHERD08156AB-AB, dated 10 January 2007.10 January 2007. Our advice is based on the information stated and on the assumptions expressed herein. Should that information or the assumptions be incorrect then Coffey Geotechnics Pty Ltd shall accept no liability in respect of the advice whether under law of contract, tort or otherwise.

2 PROPOSED DEVELOPMENT

It is understood that the Stage 1 development of the project comprises the construction of a Multi-User Iron Ore Port Facility incorporating a stockyard area and an access haul road adjacent to the existing BHPBilliton (BHPB) Finucane Island road. The location of the Multi-User Iron ore Facility in relation to Finucane island Road is shown on Figure 1.

3 OBJECTIVES

The objectives of the geotechnical investigation were to ascertain:

• Soil, rock and groundwater conditions within the significant foundation support zone and at the number of investigation stations specified.

• The presence and consequences of Acid Sulphate Soils or Potentially Acid Sulphate Soils on site.

• Suitable foundation systems and geotechnical parameters for foundation design.

• Estimates of total and differential foundation settlement particularly from the product stockpiles.

• Stability of the perimeter access road for the stockyards and the product stockpiles.

• Foundation improvement options if necessary.

• Preliminary pavement design parameters and construction requirements for the proposed access/haul road.

• Potential disposal sites for any unsuitable material that may be required to be excavated.

• Construction considerations pertinent to the proposed development, including site preparation, excavation conditions, protection of footing excavations, suitability and potential sources of acceptable materials for structural fill (including consideration of the dredged fill) compaction control, and the need for subsoil drainage.



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4 INFORMATION SUPPLIED BY OTHERS

Neil Parker of PINC Group, representing PHPA, provided Coffey with two drawings indicating proposed test pit locations for both the Access Road and Stockyard sites. He also provided Coffey with an orthophoto map of the proposed stockyard and access road sites superimposed onto it.

5 FIELDWORK

5.1 General

The fieldwork tasks carried out for the investigation occurred in predominantly two distinct areas. The first area is the location of the Multi-User Stockyard and Associated facilities at Stanley Point, Finucane Island. The second area is along the alignment of a proposed haul road that is adjacent to the existing Finucane Road owned by BHPB. The fieldwork tasks carried out at each site are described separately below.

Craig Wilson from PHPA indicated to Coffey the location of the known “midden” site and it was a requirement of the investigation that Coffey personnel do not enter the site.

5.2 Multi-User Stockyard and Associated Facilities Site

5.2.1 General

Fieldwork was carried out between 31 January 2007 and 3 February 2007 in the full time presence of personnel from Coffey. Test locations have been measured by GPS.

Engineering logs of the test pits and hand augers, together with explanation sheets defining the terms and symbols used, are presented in Appendix A.

Water level readings have been made in the test pits and hand auger boreholes at times and under conditions stated on the engineering logs. It must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, tides, temperature, and other factors.

Access at the site was through the Finucane Island main gate. Coffey personnel were initially escorted by Mine and Port Development Joint Venture (MPDJV) staff through the BHPB site and then by John Holland Construction staff through adjoining area to the north of the stockyard site and on the southern perimeter of the BHPB site.

Trafficability at the time of fieldwork was poor. The tracked excavator that performed the test pits was unable to traverse the mangrove muds as it quickly became bogged. Walking on the mud was also difficult due to its soft and weak nature. It was therefore only possible to access test locations on sandy sites. Hand augers were performed at the other locations where the excavator was not able to access.

Weather conditions at the time of fieldwork were fine and hot.

5.2.2 Hand Auger Boreholes

The fieldwork included the drilling of eleven hand auger boreholes (HA1 to HA11) to depths varying from 0.7m to 2.5m below the existing ground surface. The hand auger boreholes were performed in locations where test pits were proposed but the excavator could not access them due to the presence of mangrove mud.



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The records of boreholes showing detailed descriptions of the major strata encountered and the depths at which the samples were taken are presented in Appendix A.

Push tube undisturbed samples from 50mm plastic tubing were taken at three locations as shown on Figure 2. The samples provide an undisturbed sample of the mangrove mud from the surface to 500mm depth.

5.2.3 Test Pitting

A total of 5 test pits (TP4 and TP5 and TP9 to TP11) were excavated by a six tonne excavator, to depths varying from 0.3m to 2.5m below the existing ground surface at the approximate locations shown on Figure 2. Disturbed samples were taken from three locations of representative soil types for laboratory examination and testing.

The records of the test pit logs showing the major strata intersected, the depths at which the samples were taken and insitu tests carried out and the results of these tests together with Explanation Sheets defining the terms used are presented in Appendix A.

5.2.4 Hand Held Testing

Dynamic Cone Penetrometer (DCP) tests and Vane Shear (SV) tests were carried out at 19 locations (DCP1/SV1 to DCP19/SV19) to depths varying from 0.3m to 2.85m below the existing ground surface at the locations shown on Figure 2. The DCP test is described in AS 1289-1991.6.3.3, while the SV test is described in AS 1289-1991.6.2.1. In addition, undisturbed samples (U64 tubes) were obtained at three locations denoted Undisturbed Sample 1 to Undisturbed Sample 3 also shown on Figure 2.

The results of these tests are presented in Appendix A.

5.3 Access / Haul Road Site

5.3.1 General

Fieldwork was carried out between 30 January 2007 and 2 February 2007 in the full time presence of personnel from Coffey. Engineering logs of the test pits, together with explanation sheets defining the terms and symbols used, are presented in Appendix B. Test locations have been measured by GPS and shown on Figure 1.

Water level readings have been made in the test pits at times and under conditions stated on the engineering logs. It must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, tides, temperature, and other factors.

Access at the site was via Finucane Road where there was no access permits required for the site as it is PHPA land.

Trafficability at the time of fieldwork was poor in some locations but good in others. The tracked excavator that performed the test pits was unable to traverse the mangrove muds in some locations as it quickly became bogged. At test pit TP3 the excavator became bogged and a front end loader was required to remove it from the mud. Walking on the mud was also difficult due to its soft and weak nature. There were sand sites however where the trafficability was good and the excavator was able to access these locations. It was therefore only possible to access test locations for the excavator on sandy sites.



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Weather conditions at the time of fieldwork were fine and hot.

5.3.2 Hand Auger Boreholes

Two hand-auger boreholes (HA12 and HA13) were performed in a site selected for a Mangrove Regeneration Area. The hand-augers were performed to determine the adequacy of sand at the site for structural fill. The sand was to be excavated to below the high tide mark and mangroves grown in the area. The location of the proposed site is shown on Figure 1.

The records of boreholes showing detailed descriptions of the major strata encountered and the depths at which the samples were taken are presented in Appendix B.

5.3.3 Test Pitting

A total of 7 test pits (TP1, TP2A, TP2B, TP3, TP6 to TP8) were excavated by a six tonne excavator, to depths varying from 0.3m to 2.6m below the existing ground surface at the approximate locations shown on Figure 1.

Disturbed samples were taken from six locations of representative soil types for laboratory examination and testing.

The records of the test pit logs showing the of the major strata intersected, the depths at which the samples were taken and insitu tests carried out and the results of these tests together with Explanation Sheets defining the terms used are presented in Appendix B.

5.3.4 Hand Held Testing

Nineteen DCP tests (DCP20 to DCP36) and nine VS tests (VS21 to VS28) were carried out to depths varying from 0.5m to 1.95m below the existing ground surface at the locations shown on Figure 1.

The results of these tests are presented in Appendix B.

6 DESCRIPTION OF LABORATORY TESTING

Laboratory testing was carried out in accordance with the general requirements of the latest edition of AS 1289 by Coffey’s NATA registered soils laboratory.

The extent of testing carried out to provide the geotechnical parameters required for this study comprised the following:

• 13 Particle Size Distributions

• 20 Percent Fines

• 14 Atterberg Limits (including 12 Moisture Contents)

• 17 pH/pHFOX Tests

• 2 Consolidation Tests

Test results for the above mentioned tests are attached in Appendix C.



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7 SITE CONDITIONS

7.1 Surface Conditions – Multi-User Site and Access Road

The stockyard site occupies an area of approximately 20ha and is situated in flat low-lying topography and is cleared of vegetation along the central corridor where access was gained via the service road. Along the western and northern edge of the proposed stockyard dense, impenetrable mangrove vegetation is present. The elevation of the stockpile site is typically 7.5m Chart Datum (CD) along the central axis and drops nominally 1.0m to the western and eastern side.

Access into some areas of the site, namely to the west of the line delineated by the locations of HA’s 5, 6, 7, 9 and 11was not possible due to the dense mangrove vegetation. The mangrove mud also made it possible to only excavate on the central access road so hand-augers took place where required in the mud. The access road route follows approximately the route delineated by TP11, 5, 9 and 10.

It was also not possible to perform excavations or hand testing at the proposed locations of TP1 and 14 shown on figure C5269-GA-017 supplied by Neil Parker. TP1 was located in John Hollands lay down site where access was not permitted and TP14 is located in the water directly off Utah Point.

The access road alignment is a strip located approximately 25m to the east and north of the BHPB Finucane Island Road. The site is situated in flat low-lying topography to the north and it becomes slightly more undulating to the south at the locations of TP6, 7 and 8 shown on Figure 1. The entire site was very sparsely vegetated with some mangrove vegetation and spinifex grasses at the above mentioned locations.

7.2 Subsurface Conditions

From previous experience in the area and visual inspection of orthophoto maps of the site, it was anticipated that the subsurface conditions would comprise of a central corridor of calcarenite rock/variabily cemented material exposed at the surface and then increasing thicknesses of mud overlying the rock further from the centre of the site.

Based on the results of the field investigation, the stockyard and associated facilities site has a generalised subsurface that is summarised in Table 1.

Table 1 - Subsurface Profile – Stockyard and Associated Facilities Site

Layer/Unit Typical Depth to Top of Layer (m)

Typical Layer Thickness (m)

Description/Remarks

Mangrove Mud Surface Not encountered to greater than 1.7m

Sandy Clay/Clayey Sand, medium plasticity, brown becoming grey, trace fine to medium grained sand content. Shear vane strength typically 10kPa to 20kPa, indicating soft consistency.

Calcarenite Surface Not penetrated Calcarenite, well-cemented coarse grained, white.



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It should be noted that at the location of TP4/DCP19/SV19, 1.5m of sand fill (assumed to have been dredged material) has been placed over the mangrove mud to form an access road. The ground conditions to the north at Utah Point differ from the above description and range from very loose silty sand to medium dense clayey sands. At the location of HA5, based on the higher DCP blow counts at depth, only 0.9m of mangrove mud is inferred. Underlying the mud is firm clays.

The depth of mud across the stockyard area is shown on Figure 3 and indicates that the depth (thickness) of mud from the surface is typically less within the centre and eastern part of site, with the depth increasing towards the Port’s sea level on the western, southern and north eastern sides. A site observation was made on the eastern side of the proposed sea wall, no other investigation was made at this location.

Based on the results of the field investigation, the subsurface conditions along the proposed access road can be separated into two distinct areas; the Northern Section (investigated at DCP20 to DCP28) and the Southern Section (investigated at DCP29 to DCP36). Summaries of the sub surface ground conditions at these areas are summarised in Tables 2 and 3.

Table 2 - Subsurface Profile – Access Road Alignment (Northern Section)



Description/Remarks

Mangrove Mud Surface 0.6m to greater than 1.8m

Sandy Clay, medium plasticity, brown, trace fine to medium grained sand content. Shear vane strength typically 20kPa to 60kPa, indicating firm consistency.

Calcarenite 1m to 2m Not penetrated Calcarenite, well-cemented coarse grained, white.

OR

Red Beds 0.6m to 1.2m Not penetrated Clayey Sand, fine to medium grained, orange to red, low plasticity fines.

Table 3 - Subsurface Profile – Access Road Alignment (Southern Section)



Description/Remarks

Sand Surface 1.5m to not penetrated

Sand, fine to medium grained, orange.

Red Beds 0.7m to 1.5m Not penetrated Clayey sand, fine to medium grained, red, low to medium plasticity fines



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7.3 Groundwater Levels

Groundwater levels measured during the course of the investigation are presented in Table 4 (Multi-User Stockyard Site) and Table 5 (Access Road).

Table 4 - Groundwater Elevations: Multi-User Stockyard Site

Hand Auger No.

Depth to Groundwater (m)

Approx. Surface Level (mCD)

Approx. Level of Groundwater(mCD)

Hand Auger No.




HA1 0.1 7.0 6.9 HA7 0.4 6.0 5.6

HA2 0.1 8.0 7.9 HA8 0.3 7.3 7.0

HA3 0.8 7.0 6.2 HA9 0.5 6.3 5.8

HA4 0.8 6.7 5.9 HA10 0.2 6.6 6.4

HA5 0.9 6.1 5.2 HA11 0.5 6.5 6.0

HA6 0.7 6.75 6.05 TP4 1.7 6.7 5.0

Table 5 – Groundwater Elevations: Access Road Site

Testpit No.




Testpit No.




TP1 1.0 6.5 5.5 TP7 1.2 8.0 6.8

TP6 2.2 8.8 6.6 others Not

encountered

It should be noted that groundwater levels are subject to variation due to the influence of rainfall, temperature, tides, local drainage and the seasons. There is potential for development of perched groundwater tables following periods of rainfall.



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8 RECOMMENDATIONS

8.1 General

It should be noted that the ground encountered by the hand augered boreholes / testpits represent the ground conditions at the location where the tests have been undertaken and as such are an extremely small proportion of the site to be developed. Accordingly, variations to the ground conditions are likely and allowance should be made for variability in the design and construction budgets.

Whilst, to the best of our knowledge, the information contained in this report is accurate at the date of issue, ground conditions including groundwater levels can change in a limited time or due to seasonal fluctuations. For example fill could be added to a site or surface materials removed from a site that will change the thickness of surface materials and depth to the underlying materials. The potential for change in ground conditions should be recognised particularly if this report is used after a protracted delay.

It is also recommended that any plans and/or specifications prepared which relate to the content of this report or amendments to original plans and specifications be reviewed by Coffey to verify that the intent of the recommendations contained in this report are properly reflected in the design.

8.2 Acid Sulphate Soils and Potential Acid Sulphate Soils

The Queensland Environmental Protection Agency (1998) has provided guidelines for undertaking activities that may drain and disturb Acid Sulphate Soils (ASS). These guidelines are set out in the “Instructions for the Treatment and Management of Acid Sulphate Soils, 2001”.These guidelines present a table relating to action criteria (based on soil texture and amount of disturbed soil) that will require an ASS management plan.

The results of Acid Sulphate Soil Testing are presented in Appendix C. The results indicate that there was no Actual Acid Sulphate Soils (AASS) found across the site. Potential Acid Sulphate Soils (PASS) are expected across the northern portion of the stockyard site at the locations of HA7, HA8 HA9, HA10, HA11 and TP11. Therefore an ASS management plan will be required for this northern portion of the site.

The objective of this management plan will be to minimise stockpiled soil exposure to air.

Soil disturbance is best avoided or if necessary be undertaken in small quantities as practical, with each completed area backfilled as soon as Superintendent approval to do so is obtained.

Stockpiled soils excavated from the site should be tested with field peroxide testing (pHf/pHfox). Soils with a pH of less than 5 should be separately stockpiled from other materials on a limestone pad, and the pH of the material monitored prior to replacement as backfill. If the pH deteriorates, then acid neutralisation using lime will be required prior to backfill. If the pH remains stable, the soils may be replaced as engineering fill without further treatment.

The effective neutralising value of lime should be assessed prior to large scale neutralisation and the volume of neutralising material required, should be calculated. Neutralising agent should be thoroughly mixed through the stockpiled material to achieve effective neutralisation



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8.3 Stockyard Site

8.3.1 Proposed Development

The stockyard is understood to comprise of a relatively level working platform with a central conveyor system that transports the stockpiled material to the proposed ship loading facility at Utah Point. Several discrete loading points will be constructed over the conveyor belt. The stockpiled material will be dumped by side tippers from the perimeter road, where loaders will form the stockpiles and ultimately transport the material to the loading points.

At this preliminary stage, the elevation of the stockyard area has not been ascertained, however, Coffey understands that the difference in elevation between the stockyard working floor and the perimeter haul road is typically 2m. The northern access road will vary depending on the cut to fill earthworks. The current BHPB access road has up to nominally 1.0m of fill over the muds.

8.3.2 Recommended Design Approach

Mangrove mud was encountered across the stockyard site at varying depths. A contoured profile indicating the depth of the mangrove mud overlying either red bed soils or calcarenite rock is shown in Figure 3. The mangrove mud is a medium to high plasticity clay that has very low strength. The 6 tonne tracked excavator used to perform the test pits at the site was unable to drive on the mud as it quickly became bogged. The mangrove muds are overlying either stiff red bed soils or high strength calcarenite rock.

The mangrove muds have the potential to cause significant settlement and or instability for the proposed development. Given these muds are potentially Acid Sulphate Soils if exposed/excavated and replaced and the risk of inundation during peak high tides, it is considered more appropriate that an engineered fill pad be placed over the mangrove muds with the resultant settlement needed to be managed. This approach has been taken in other developments in this area, however it requires some limitations on the operation of the facility in the early stages of its design life (Refer to Section 8.3.4).

Recommended procedures on earthworks to construct the facility are provided in Section 8.3.5. The earthworks recommendations generally comprise minimum disturbance of the muds and placement of a fill platform (comprising granular fill from the associated dredging activity and a basecourse material) that covers the muds and provides a working surface for the loaders. The use of geofabric and or geotextiles can be made to reduce the thickness of the fill platform.

End tipping/mud displacement has been attempted previously in the Port Hedland area, however, based on experience gained during these attempts it was found that the end tipping could not displace all of the muds and a significant component of fill mixes with the muds resulting in poor quality fill and low strength zones were the mud has not been displaced. This option is not recommended.

8.3.3 Stability Analysis

Slope stability analyses have been carried out using the computer package SLOPE/W Version 4 (2004). The analyses were performed to provide information on acceptable batter slope angles for the downstream (outside) batter and inside batter (between the perimeter road and stockyard area). The batters were modelled to provide a minimum Factor of Safety of 1.25, which is consistent with the value recommended in NAVFAC DM-7.1 (1982) for the case where stability reaches a minimum during construction.



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It is recognised that, for embankment design on soft foundations, the critical condition is the initial undrained loading on the soft foundation. As drainage and consolidation of the soft foundation occurs, the foundation strength increases and the bund design becomes more stable.

The strength of the dredged granular fill have been based on material parameters derived from shear box testing performed for the adjacent Fortesque Metal Group (FMG) Port Facility. The strength of the mangrove muds is based on in situ hand shear vane testing. The strength of the underlying red beds/calcarenite has also been based on testing for the FMG Project and Coffey’s experience in this material type in the Port Hedland area. The material properties used in the stability modelling are provided in the following table.

Table 6 – Material Strength Parameters

Material Type Unit Weight (kN/m3)

Cohesion (kPa)

Friction Angle (degree)

Dredged Fill 18 0 38

Mangrove Mud 17 12 0

Red Bed (Upper) 17 75 30

In order to reduce the thickness of the granular material, the presence of a combined geofabric and geotextile has been modelled at the base of the fill platform. Assuming the perimeter road will be constructed early in the schedule and that staged construction is not a viable option due to time constraints, it is recommended that Bidim A34 geofabric and 120RE Tensar geogrid with a biaxial tensile resistance of at least 38kN/m at 2% strain (or approved equivalents) be hand placed directly over the prepared natural surface on the perimeter road. For the stockyard area, the Tensar may be replaced with 60RE geogrid (or an approved equivalent). The results of the stability modelling are summarised in the following Table 7, with print outs of the two cases attached as Figures 4 and 5.

Table 7 – Embankment Factors of Safety

Embankment Batter Slope Factor of Safety Recommended Minimum Factor of Safety*

Figure

Downstream (outside) 2:1 1.28 1.25 4

Inside batter (1:1) 2.6* 1.25 5

Note *: This is not the minimum factor of safety as shallow rilling of the granular fill has a lower Factor of Safety.

Based on the Slope/W modelling, it is recommended that a downstream batter of 2(horizontal):1(vertical) be adopted for preliminary design. This batter angle may be reduced depending upon the rip rap protection design against storm surges. A batter angle of 1:1 may be adopted for the inside batter.



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8.3.4 Construction Timing

As noted in Section 8.3.2, construction over the soft mangrove muds will impose some limitations on the early use of the facility. These limitations are due to the low strength of the muds and their short term inability to support high loads prior to the muds gaining strength due to consolidation. The muds will consolidate (and settle) under the engineered fill platform, so it is therefore recommended that the engineering fill platform be constructed early in the construction sequence.

During operations of the stockyard, it may be necessary to place restrictions on the height of the iron ore stockpiles until such time as the underlying muds will not fail. These restrictions would have less of an impact on operations if a second layer of geogrid is placed on the interface between the dredged fill and the basecourse material.

Based on laboratory test results on samples obtained during the investigation, and Coffey’s experience of mangrove mud consolidation gained on other developments in the Port Hedland area, the time taken for the muds to achieve 90% consolidation is between 3 and 6 months. It should be noted that muds that have “fully” consolidated following the placement of the fill platform may still require to further consolidate prior to supporting the stockpiles.

8.3.5 Construction over Mangrove Muds

The following site preparation sequence of procedures are recommended for construction over the mangrove muds:

(i) Chain saw the mangrove trees just above ground level without disturbing the root zone below the ground surface thus retaining some of the root system as a reinforcement zone.

(ii) Trim and lay all the mangrove trees horizontally to form a uniform separation layer that may result in deleting the geofabric drainage separation layer. Areas where full mud coverage is not achievable with the cut mangroves should be covered with the geofabric drainage separation layer.

(iii) Lay out the geotextile drainage separator layer on the mud with a minimum overlap of 1.0m.

(iv) Lay out the geotextile reinforcement layer and hand tension to remove any folding or slack in the geogrid. Overlap of rolls to be 600mm with cable ties at 300mm intervals in both directions to maintain tension over joins.

(v) Spread the first layer of fill material over the geotextile layers in an initial 1.0m lift using light tracked construction equipment that has low ground pressures, ensuring that all equipment only operates over at least 1.0m of fill. The bund fill in this initial layer is to be the free draining dredged material that is similar to that used at the FMG Port Facility.

For the stockyard area, it is recommended that the area be left to consolidate, prior to placement of the basecourse material. Traffic during this consolidation period should be restricted to low ground pressure vehicles. For the perimeter road, fill should continue to be placed in nominal 300mm thick layers and compact to 90% of Modified Maximum Dry Density (MMDD) up to a level of 0.75m below the underside of the pavement. The final 0.5m zone of bund fill should be placed in two, 250mm thick layers and compacted to 95% of MMDD.



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8.3.6 Sea Wall Foundation

A sea wall is proposed to be constructed along the northern side of Stanley Point. To investigate the ground conditions a series of hand auger boreholes, DCP and SV were performed, as the presence of the muds and dense mangroves prevented the excavator from accessing the area where testpits would be excavated.

The depth of mud was found to variable significantly on the proposed sea wall. At the location of HA8, rock (assumed to be calcarenite) was encountered at a depth of 0.8m, however nominally 8m to the south west calcarenite was found on the ground surface. At the approximate mid point of the sea wall, calcarenite was observed at the ground surface and remained at the surface for a distance of nominally 10m to the north east. On the southern corner of the seawall, HA3 was performed and encountered rock beneath 1.5m of mangrove mud.

Assuming the sea wall is to be constructed using boulder sized rip rap, it is recommended that the rock is placed from the engineered fill platform.

8.3.7 Conveyor Footings

Pad/strip footings are likely to be able to support the proposed conveyor and loading stations when founded at relatively shallow depths within the fill platform. The settlement of such footings will be dependant upon the consolidation and settlement of the underlying muds. This will relate directly to the thickness and strength of the muds beneath the fill platform.

Based on the current level of investigation, the strength of the muds are relatively consistent, however, the thickness ranges from “not present” to greater than 1.7m. Further testing may also show greater strength variability. Based on this range, total settlements up to 200mm may be expected. It is important to note that the whole of the stockyard and perimeter road area may settle by this amount. The amount of differential settlement between footings on the conveyor within the fill platform will be significantly less than the total amount. It is recommended that the conveyor be designed to accommodate differential settlements of 30mm between footings.

8.4 Access Road Site

As indicated by Neil Parker the proposed test locations for the access road are placed in approximate positions to identify the depth of the mangrove mud in some instances and the availability of granular fill in others.

Over the Northern Section of the access road, mangrove muds were encountered with no granular fill available in any of these locations. Where the excavator was not able to access all proposed locations due to the presence of the muds, DCP and shear vane tests were performed to confirm the mud depth and strength. The depth of the mud ranged from 0.6m at DCP27 to 2.0m at DCP20. It is recommended that a bridging layer of sand fill be placed over the muds (in a similar manner to that noted for the stockyard area) prior to construction of vehicle pavements over this section.

Granular sand was encountered over the Southern Section. The sand is considered suitable for a subgrade material and may also be used as fill material over the mangrove muds. Matching of cut to fill may not be possible as the area to be filled, over the mangrove muds, is anticipated to be greater than the volume of sand from the areas of cut. Therefore it is anticipated that a volume of sand is required to be imported to match the cut to fill volumes.



13

8.5 Preliminary Flexible Pavement Design for Access Road

8.5.1 Subgrade Preparation

Estimates of subgrade have been based on the dynamic cone penetration tests performed along the proposed route of the access road.

The access road runs over two different materials with different California Bearing Ratios (CBR). The northern section (over the muds) will require placement of a granular sand fill platform over the muds, prior to placement of the pavement materials. It is recommended that a minimum thickness of 1.0m of granular fill be placed (to be confirmed based on wheel loads of trucks proposed). The southern (more elevated) section of road may use the in-situ sand as a subgrade.

For the sands (either granular fill platform or in-situ) a design subgrade CBR of 10 is recommended.

8.5.2 Preliminary Pavement Design

Coffey have not been provided with anticipated pavement movement, or the anticipated lifespan of the pavement. We have based our pavement design based on a design life of 2 years with an average traffic movement of 70 Equivalent Standard Axles per day (equivalent to 20 passes of a Class 8, 5 axle articulated vehicle). We have not allowed for any “Moxy” or equivalent construction site trucks in our pavement design.

Based on the above and a subgrade CBR of 10%, a preliminary pavement thickness of 250mm has been calculated. It is noted that this basecourse material may be stripped and reused as the basecourse within the stockyard area.

8.5.3 Pavement Materials

Pavement materials should conform to the “Guide to the Selection and Use of Naturally Occurring Materials as Base and Sub Base” jointly published by Main Roads Western Australia and Australian Geomechanics Society (2002).

8.6 Mangrove Regeneration Area

The proposed mangrove regeneration area is shown on Figure 1 at the locations of HA12 and HA13. It was anticipated that the sub-surface conditions would comprise of silty sand overlying stiff clayey materials (red beds).

It was not possible to access the site with an excavator so hand augered boreholes were performed instead.

The material encountered at the site consisted of clayey sand and clay to depth. The soils were stiff and as such the hand auger was not able to penetrate to a depth that indicated the groundwater level. Therefore it is not certain what depth the soil must be excavated to in order to allow the mangroves to be submerged in the tidal flow.

The clayey sand material is considered suitable material to be used as fill material, however excavation of this material will not lower the ground surface to below the high tide mark and enable the growth of mangroves. Excavation of the red bed clays to an unknown level will be required to allow the mangroves to grow.



14

9 ADDITIONAL INVESTIGATION

The current investigation has provided preliminary overview of the geotechnical conditions at the site. As indicated earlier in this report, the presence of mangrove muds restricted movement of the excavator to parts of the site. This restriction was further restricted by the presence of mangrove vegetation.

In order to provide further detail and optimise the design, the following investigations are recommended prior to final design:

• Western Side of the Stockyard Area; hand probing comprising of DCP and SV. In view of the mangrove restricting access, the probing may need to be performed outside of the stockyard area from the sea channel.

• Loading Points within Stockyard; Further drilling/probing will be required to assess the foundation requirements for these structures. Prior to mobilisation, an access track must be constructed to gain access along the centreline of the stockyard.

• Mangrove Area; deeper hand probing and/or testpitting should be performed to further investigate the proposed area. An access track should be constructed to enable machinery access.

It is essential that the range of strengths and thickness of mangrove muds be well understood and the findings of this report be reviewed based on the improved understanding, prior to detailed design.

10 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT

The reader’s attention is drawn to the important information about this report which follows the main text.

11 REFERENCES

The following standards and references were used in the preparation of this report.

AS 1289 Method of Testing Soils For Engineering Purposes.

AS 1726-1993 SAA Geotechnical Site Investigations.

AS 3798-1996 Guidelines on Earthworks for Commercial and Residential Developments

ARRB’s “Sealed Local Roads Manual” (2005)

Main Roads Western Australia and Australian Geomechanics Society (2002) “ A Guide to the Selection and Use of Naturally Occurring Materials as Base and Sub Base in Roads in Western Australia”

Figures

1

23

1

2 3

4 5

67

891011 12 13

14

15

16 17

18

19

2021

22

23

24

25

26 27

28

29

30

1 32

33

34

35

36

37

1.278

1

2 3

4 5

67

891011 12 13

14

15

16 17

18

19

2021

22

23

24

25

26 27

28

29

30

1 32

33

34

35

36

37

Material #: 1Description: Dredged FillCohesion: 0Phi: 38

Material #: 2Description: MudsCohesion: 12Phi: 0

Material #: 3Description: Red Beds LimestoneCohesion: 75Phi: 30

hamish_nelson

Text Box

Figure 4

1

23

1

2 3

4 5

67

8910 11 12

13

14

5

67

18

19

20

21

22

23

24

25

2.633

1

2 3

4 5

67

8910 11 12

13

14

5

67

18

19

20

21

22

23

24

25

Material #: 1Description: Dredged FillCohesion: 0Phi: 38

Material #: 2Description: MudsCohesion: 12Phi: 0

Material #: 3Description: Red Beds/LimestoneCohesion: 75Phi: 30

hamish_nelson

Text Box

Figure 5

Appendix A Results of Field Investigation – Stockyard Site

met

hod

Borehole Location:

wat

er

10/1/98 water levelon date shown

100

200

300

400

supportM mudC casing

auger screwing*auger drilling*roller/triconewashborecable toolhand augerdiatubeblank bitV bitTC bit

ADTwater inflow

material

depthmetres

pene

tratio

n

methodASADRRWCTHADTBVT*bit shown by suffixe.g.Fo

rm G

EO

5.3

Issu

e 3

Rev

.2

Undisturbed sample 1

material substancedrilling information

0.5

1.0

1.5

2.0

2.5

3.0

6.5

6.0

5.5

5.0

4.5

4.0

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:

soil type: plasticity or particle characteristics,colour, secondary and minor components.

W VL

HA

D

Borehole HA1 terminated at 1m

Terminated due to inability to recover saturatedmaterial

SILTY SAND, fine to medium grained, grey, someroots

SM

Fines Content = 23%, non plastic

-90°Easting:

Northing

notessamples,tests, etc

structure andadditional observations

D

N

supp

ort

notes, samples, testsundisturbed sample 50mm diameterundisturbed sample 63mm diameterdisturbed samplestandard penetration test (SPT)SPT - sample recoveredSPT with solid conevane shear (kPa)pressuremeterbulk sampleenvironmental samplerefusal

U50

U63

DNN*NcVPBsER

RL1 2 3

drill model and mounting:

hole diameter:

N nil

1 2 3 4

kPa

penetration

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA1

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

ProMet EngineersPort Hedland Port Authority

Multiuser Iron Ore Port FacilityRefer Figure 2

7.0

m CD

Borehole No.

Sheet

no resistanceranging torefusal

classification symbols andsoil descriptionbased on unified classificationsystem

consistency/density indexVSSFStVStHFbVLLMDDVD

very softsoftfirmstiffvery stiffhardfriablevery looseloosemedium densedensevery dense

moisture

clas

sific

atio

nsy

mbo

l

DMWWpWL

663330

7752760

water

1 of 1Engineering Log - Borehole

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

mm

drymoistwetplastic limitliquid limit

grap

hic

log

depthmetres 10

020

030

040

0


Form

GE

O 5

.3 Is

sue

3 R

ev.2

met

hod

wat

er

material

Borehole Location:

pene

tratio

n

-90°

water inflow

pock

etpe

netro

-m

eter

% Fines = 12%




water outflow

slope:

bearing:



ADT

7.5

7.0

6.5

6.0

5.5

5.0

0.5

1.0

1.5

2.0

2.5

3.0

....some clay lenses at 1.1m

Easting:

Northing

MD

HA

Refusal due to hole collapse

CLAYEY SAND, fine to medium grained, brown,minor low plasticity fines.

....becoming grey and medium plasticity at 0.3m

SANDY CLAY/CLAYEY SAND, low to mediumplasticity, brown, trace fine to medium grained sand.

SC-SM

SC

Borehole HA2 terminated at 1.2m

D


N

L

W

supp

ort

Borehole No.


U50

U63

DNN*NcVPBsER

RL


hole diameter:

N nil

1 2 3 4no resistanceranging torefusal

penetration

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA2

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 of 1



8.0

m CD

Sheet




663512

7752793

clas

sific

atio

nsy

mbo

l

1 2 3

DMWWpWL

methodASADRRWCTHADTBVT*bit shown by suffixe.g.

kPa

Engineering Log - Borehole

grap

hic

log

moi

stur

eco

nditi

on

moisture

cons

iste

ncy/

dens

ity in

dex

mm


BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water


Borehole Location:

wat

er


100

200

300

400

6.5

6.0

5.5

5.0

4.5

4.0

Form

GE

O 5

.3 Is

sue

3 R

ev.2


ADT

met

hod

water inflow

material

depthmetres

pene

tratio

n


SC


0.5

1.0

1.5

2.0

2.5

3.0

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:


HA

W

M

L

Borehole HA3 terminated at 1.5mRefusal on rock/gravel

....becoming grey at 0.3m

SANDY CLAY/CLAYEY SAND, medium plasticity,brown, trace fine to medium grained sand content

VL

-90°Easting:

Northing



N

D

supp

ort


U50

U63

DNN*NcVPBsER

RL1 2 3


hole diameter:

N nil

1 2 3 4

kPa

penetration

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA3

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



7.0

m CD

Borehole No.

Sheet





DMWWpWL

clas

sific

atio

nsy

mbo

l


663485

7752347

water


moisture

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

mmgr

aphi

c lo

g

met

hod

Borehole Location:

wat

er


100

200

300

400



ADTwater inflow

material

depthmetres

pene

tratio

n


rm G

EO

5.3

Issu

e 3

Rev

.2



0.5

1.0

1.5

2.0

2.5

3.0

6.5

6.0

5.5

5.0

4.5

4.0

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:



W

M L

Refusal on rock/gravel/cemented layer


SANDY CLAY/CLAYEY SAND, fine to mediumgrained sand, medium plasticity, brown

SC

Fines Content = 45%, LL = 37%,PI = 22%

HA

-90°Easting:

Northing



D

N

supp

ort


U50

U63

DNN*NcVPBsER

RL1 2 3


hole diameter:

N nil

1 2 3 4

kPa

penetration

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA4

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



6.7

m CD

Borehole No.

Sheet





DMWWpWL

clas

sific

atio

nsy

mbo

l


663400

7752283

water


moisture

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

mmgr

aphi

c lo

g

Form

GE

O 5

.3 Is

sue

3 R

ev.2

0.5

1.0

1.5

2.0

2.5

3.0

Borehole Location:

wat

er



ADT


soil type: plasticity or particle characteristics,colour, secondary and minor components.m

etho

d

water inflow

material

depthmetres

pene

tratio

n

100

200

300

400

SC

kPa

material substance

6.0

5.5

5.0

4.5

4.0

3.5

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:

drilling information

HA

W

M

Borehole HA5 terminated at 2.5mRefusal due to collapsing hole

....becoming grey at 0.9m depth

SANDY CLAY/CLAYEY SAND, medium plasticity,brown, trace fine to medium grained sand content,minor roots.

LN

-90°Easting:

Northing


D



hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort

N nilmethodASADRRWCTHADTBVT*bit shown by suffixe.g.

RL

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA5

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



6.1

m CD

Sheet

clas

sific

atio

nsy

mbo

l

1 2 3 4

moisture




663316

7752790 mm


Borehole No.


DMWWpWL

grap

hic

log

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

Form

GE

O 5

.3 Is

sue

3 R

ev.2

0.5

1.0

1.5

2.0

2.5

3.0

Borehole Location:

wat

er



ADT



etho

d

water inflow

material

depthmetres

pene

tratio

n

100

200

300

400

SC

kPa

material substance

6.5

6.0

5.5

5.0

4.5

4.0

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:


HA

W

M

Borehole HA6 terminated at 1.3mRefusal on rock/gravel/cemented layer


SANDY CLAY/CLAYEY SAND, medium plasticity,brown, trace fine to medium grained sand content,minor roots.

LN

-90°Easting:

Northing


D



hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort


RL

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA6

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



6.75

m CD

Sheet

clas

sific

atio

nsy

mbo

l

1 2 3 4

moisture




663210

7752426 mm


Borehole No.


DMWWpWL

grap

hic

log

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

depthmetres 10

020

030

040

0


Form

GE

O 5

.3 Is

sue

3 R

ev.2

met

hod

wat

er

material

Borehole Location:

pene

tratio

n

-90°

water inflow

pock

etpe

netro

-m

eter





water outflow

slope:

bearing:



ADT

5.5

5.0

4.5

4.0

3.5

3.0

0.5

1.0

1.5

2.0

2.5

3.0

CLAYEY SAND, low plasticity, grey, trace fine tocoarse grained sand content, trace gravel.

Easting:

Northing

L

HA

Terminated due to inability to extract saturatedmaterial

M


CLAYEY SAND, medium plasticity, brown, tracefine to medium grained sand content.

SC

SC

Fines Content = 31%, LL = 41%,PI = 24%


D


N

W

supp

ort

Borehole No.


U50

U63

DNN*NcVPBsER

RL


hole diameter:

N nil

1 2 3 4no resistanceranging torefusal

penetration

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA7

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 of 1



6.0

m CD

Sheet




663059

7752654

clas

sific

atio

nsy

mbo

l

1 2 3

DMWWpWL


kPa

Engineering Log - Borehole

grap

hic

log

moi

stur

eco

nditi

on

moisture

cons

iste

ncy/

dens

ity in

dex

mm


BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

Form

GE

O 5

.3 Is

sue

3 R

ev.2

0.5

1.0

1.5

2.0

2.5

3.0

Borehole Location:

wat

er



ADT



etho

d

water inflow

material

depthmetres 10

020

030

040

0

SC

kPa

material substance

7.0

6.5

6.0

5.5

5.0

4.5

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:


pene

tratio

n

W

M L

HA

Borehole HA8 terminated at 0.7mRefusal on rock

SANDY CLAY, medium plasticity, brown, trace fineto medium grained sand content

N

-90°Easting:

Northing


D



hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort


RL

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA8

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



7.3

m CD

Sheet

clas

sific

atio

nsy

mbo

l

1 2 3 4

moisture



DMWWpWL

663252

7752652



Borehole No.


grap

hic

log

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

mm


Borehole Location:

wat

er


100

200

300

400

6.0

5.5

5.0

4.5

4.0

3.5

Form

GE

O 5

.3 Is

sue

3 R

ev.2


ADT

met

hod

water inflow

material

depthmetres

pene

tratio

n


SC


0.5

1.0

1.5

2.0

2.5

3.0

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:


W

M L

HA


....sand becoming coarse grained and gravelcomponents


SANDY CLAY, medium plasticity, brown, trace fineto medium grained sand content, minor roots

-90°Easting:

Northing



N

D

supp

ort


U50

U63

DNN*NcVPBsER

RL1 2 3


hole diameter:

N nil

1 2 3 4

kPa

penetration

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA9

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



6.3

m CD

Borehole No.

Sheet





DMWWpWL

clas

sific

atio

nsy

mbo

l


663040

7752750

water


moisture

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

mmgr

aphi

c lo

g

Form

GE

O 5

.3 Is

sue

3 R

ev.2

0.5

1.0

1.5

2.0

2.5

3.0

Borehole Location:

wat

er



ADT



etho

d

water inflow

material

depthmetres 10

020

030

040

0

SC

kPa

material substance

6.5

6.0

5.5

5.0

4.5

4.0

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:


pene

tratio

n

W

M L

HA

Borehole HA10 terminated at 1mRefusal on rock/gravel/cemented layer

SANDY CLAY, medium plasticity, brown to 0.15mthen grey, trace fine to medium grained sand content

N

-90°Easting:

Northing


D



hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort


RL

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA10

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



6.6

m CD

Sheet

clas

sific

atio

nsy

mbo

l

1 2 3 4

moisture



DMWWpWL

663180

7752734



Borehole No.


grap

hic

log

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

mm

water levelon date shown

cons

iste

ncy/

dens

ity in

dex

met

hod

VSSFStVStHFbVLLMDDVD

water

moisture

Test pit location:

0.5

1.0

1.5

2.0

2.5

3.0

TES

TPIT

GH

0815

6AB

STO

CK

YA

RD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

material substance

water inflow


consistency/density index

water outflow


natural exposureexisting excavationbackhoe bucketbulldozer bladeripperexcavator

1 2 3 4

100

200

300

400

notessamples,tests, etc kPa

N nil

1 of 1su

ppor

t

Test pit TP4 terminated at 2.5m

W

DN

Collapse

CLAY, high plasticity, grey

FILL/SAND, fine to coarse grained, orange / brown,limestone gravel and cobbles to 150mm in diameter,assumed previously dredged spoil

L

L

CL

SPE

WL = 58%, WP = 20%, IP = 38%,% fines = 89%

% fines = 3%

D

D

D

m long m wide

material

Engineering Log - Excavation


notes, samples, tests

equipment type and model:

excavation dimensions:

excavation information


RLwat

er

moi

stur

eco

nditi

on

depthmetres1 2 3

Sketch

clas

sific

atio

nsy

mbo

l



Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

TP4

Date started:

Date completed:

Logged by:

Checked by:

Sheet

R.L. Surface:

datum:

6.7

m CD

Client:

Principal:

Project:


penetration

methodNXBHBRE D

MWWpWL

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2

Pit Orientation:

U50

U63

DVBsER

undisturbed sample 50mm diameterundisturbed sample 63mm diameterdisturbed samplevane shear (kPa)bulk sampleenvironmental samplerefusal

Easting:

Northing:

6.5

6.0

5.5

5.0

4.5

4.0

pock

etpe

netro

-m

eter

grap

hic

log

pene

tratio

n


663041 m

7752914 m

Excavation No.

m long m wide


cons

iste

ncy/

dens

ity in

dex

met

hod


water

100

200

300

400

material substance

Test pit location:

0.5

1.0

1.5

2.0

2.5

3.0

moisture

MD

Sketch



water outflow


1 2 3 4


N nil

1 of 1su

ppor

t



D

D

Refusal on rock

CALCARENITE, fine to coarse grained, white,well-cemented carbonate rock

CLAYEY SAND, fine to medium grained, brown,low plasticity fines, minor roots

VD

SCE

WL = 24%, WP = 16%, IP = 8%, %fines = 34%

D

DD

N

material







TES

TPIT

GH

0815

6AB

STO

CK

YA

RD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7


RLwat

er

moi

stur

eco

nditi

on

depthmetres1 2 3

water inflow

clas

sific

atio

nsy

mbo

l



Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

TP5

Date started:

Date completed:

Logged by:

Checked by:

Sheet

R.L. Surface:

datum:

7.5

m CD

Client:

Principal:

Project:

Easting:

Northing:


U50

U63

DVBsER

penetration

methodNXBHBRE D

MWWpWL

supportS shoring

Pit Orientation:

Excavation No.

Form

GE

O 5

.2 Is

sue

3 R

ev.2

7.0

6.5

6.0

5.5

5.0

4.5

pock

etpe

netro

-m

eter

grap

hic

log

pene

tratio

n


663237 m

7752572 m


1 of 1



N nil


supp

ort

Test pit location:

100

200

300

400

1 2 3 4


cons

iste

ncy/

dens

ity in

dex

kPa

L

water

m long m wide

water inflow

Sketch



water outflow

MN

met

hod

Test pit TP9 terminated at 0.3mRefusal on rock

CLAY, medium plasticity, brown, trace fine tomedium grained sand content

moisture

material substance

E CL

0.5

1.0

1.5

2.0

2.5

3.0




moi

stur

eco

nditi

on




clas

sific

atio

nsy

mbo

l


material

RL


Client:

Principal:

Project:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

TP9Sheet

depthmetres

R.L. Surface:

datum:



6.9

m CD

Date started:

Date completed:

Logged by:

Checked by:

penetration

wat

erpene

tratio

n


663404 m

7752321 m

Excavation No.

pock

etpe

netro

-m

eter

U50

U63

DVBsER

methodNXBHBRE D

MWWpWL

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2

Pit Orientation: Easting:

Northing:


1 2 3


grap

hic

log

TES

TPIT

GH

0815

6AB

STO

CK

YA

RD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

6.5

6.0

5.5

5.0

4.5

4.0

N nil

cons

iste

ncy/

dens

ity in

dex


kPa

water outflow

1 of 1su

ppor

t

Test pit location:

100

200

300

400

1 2 3 4


L


met

hod

m long m wide

water inflow

Sketch




N M


CLAY, medium plasticity, brown, trace fine tomedium grained sand content


water

moisture

material substance

CL

Easting:

Northing:

0.5

1.0

1.5

2.0

2.5

3.0



moi

stur

eco

nditi

on




clas

sific

atio

nsy

mbo

l


material

RL


Client:

Principal:

Project:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

TP10Sheet

depthmetres

R.L. Surface:

datum:



7.0

m CD

Date started:

Date completed:

Logged by:

Checked by:

U50

U63

DVBsER

wat

er

grap

hic

log

pene

tratio

n


663424 m

7752330 m


penetration

methodNXBHBRE D

MWWpWL

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2

Pit Orientation:

Excavation No.

1 2 3

structure andadditional observationspo

cket

pene

tro-

met

er

TES

TPIT

GH

0815

6AB

STO

CK

YA

RD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

6.5

6.0

5.5

5.0

4.5

4.0

m long m wide


cons

iste

ncy/

dens

ity in

dex

met

hod


water

100

200

300

400

material substance

Test pit location:

0.5

1.0

1.5

2.0

2.5

3.0

moisture

L

Sketch



water outflow


1 2 3 4


N nil

1 of 1su

ppor

t


D


SANDY CLAY, high plasticity, grey

.....becoming grey at 0.3m depth

CLAYEY SAND, fine to medium grained, brown,high plasticity fines

M

CH

SCE

WL = 56%, WP = 23%, IP = 33%,% fines = 73%

N

D

D

% fines = 38%

material







TES

TPIT

GH

0815

6AB

STO

CK

YA

RD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7


RLwat

er

moi

stur

eco

nditi

on

depthmetres1 2 3

water inflow

clas

sific

atio

nsy

mbo

l



Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

TP11

Date started:

Date completed:

Logged by:

Checked by:

Sheet

R.L. Surface:

datum:

6.7

m CD

Client:

Principal:

Project:


methodNXBHBRE D

MWWpWL

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2

Pit Orientation:

U50

U63

DVBsER


Easting:

Northing:

6.5

6.0

5.5

5.0

4.5

4.0

penetration

pock

etpe

netro

-m

eter

grap

hic

log

pene

tratio

n


663128 m

7752785 m

Excavation No.

F:\Geotechnical\HERD08000\GEOTHERD08156AB Multiuser Iron Ore Port Facility Project, Port Hedland\Docs\GH08156AB-PSP Stockyard1.Doc

PERTH SAND PENETROMETER Test Report No. GH08156AB-PSP AS1289.6.3.3 - 1997 Job No: GEOTHERD08156AB SCALA PENETROMETER TEST Office: Perth AS1289.6.3.2 - 1997 Client: Promet Engineers Pty Ltd Principal: Port Hedland Port Authority Project: Multiuser Iron Ore Port Facility Location: Stanley Point, Finucane Island Soil type: Predominantly Muds Soil moisture: wet Depth to water: varies with tide

date: 2/2/07 tested by: MBS/TM hammer mass: 6kg hammer drop: 510mm penetrometer used:

Test Location 1 2 3 4 5 6 Easting 663485 663400 663316 663265 663210 663133 Northing 7752347 7752283 7752790 7752326 7752426 7752538

Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 1 1 1 1 1 1 300-450 0 0 0 0 0 0 450-600 0 0 0 0 0 0 600-750 1 0 0 0 0 0 750-900 0 0 7 0 1 0 900-1050 1 0 5R R 5 1 1050-1200 1 3 1 R 1200-1350 0 16 5 1350-1500 3 2 5 1500-1650 2 1 3 1650-1800 2 2 2 1800-1950 5 6R 2 1950-2100 2 2100-2250 2 2250-2400 2 2400-2550 2 2550-2700 2 2700-2850 2 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001

Issue:6 Rev:5 July 2000





Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 1 1 1 1 1 1 300-450 0 0 0 0 0 0 450-600 0 4 0 0 R 0 600-750 0 6 0 0 Possible rock 1 750-900 0 3 0 0 4 900-1050 0 3 1 4 2 1050-1200 3 2 0 4 2 1200-1350 2 2 1 5 2 1350-1500 4 2 1 14 8R 1500-1650 0 5R 2 13 1650-1800 7 9 9 1800-1950 11 7R 9 1950-2100 15 11 2100-2250 15+ 11 2250-2400 8R 2400-2550 2550-2700 2700-2850 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001






Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 1 1 1 1 1 1 300-450 0 0 0 0 0 3 450-600 1 0 0 0 0 4 600-750 1 1 0 0 0 3 750-900 1 1 0 0 0 2 900-1050 4 1 0 2 0 4 1050-1200 3 1 1 1 0 4 1200-1350 2 1 0 R 0 3 1350-1500 4 R 14 2 6 1500-1650 1 4 1 2 1650-1800 1 5 0 0 1800-1950 2 2 2 1 1950-2100 3 1 1 1 2100-2250 5 6 2 8R 2250-2400 20R 13 2 2400-2550 20 2 2550-2700 20+ 2 2700-2850 2 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001





Test Location 19 Easting 663041 Northing 7752914

Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 1 300-450 6 450-600 4 600-750 2 750-900 3 900-1050 1 1050-1200 1 1200-1350 0 1350-1500 2 1500-1650 1 1650-1800 1 1800-1950 0 1950-2100 1 2100-2250 1 2250-2400 2 2400-2550 1 2550-2700 2 2700-2850 2 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001

Issue:6 Rev:5

Stockyard Area Shear Vane Tests

Shear Vane Vane Size Depth of Test (m) Dial Reading mm Torque(Nm) Shear Strength (kPa)Location

1 Large 0.875 5 0.05 2.4 10.12 Large 0.84 9 0.09 3.8 16.13 Small 0.3 3 0.03 1.6 7.04 Small 0.96 4 0.04 2.0 8.55 Small 0.6 7 0.07 3.1 13.16 Small 0.8 2 0.02 1.3 5.57 Small 1.65 3 0.03 1.6 7.08 Small 0.9 7 0.07 3.1 13.19 Small 1.6 8 0.08 3.4 14.610 Small 0.7 8 0.08 3.4 14.611 Small 0.4 8 0.08 3.4 14.612 Small 0.8 8 0.08 3.4 14.613 Small 0.8 9 0.09 3.8 16.114 Small 0.6 4 0.04 2.0 8.515 Small 14 12 0.12 4.8 20.716 Small 0.8 2 0.02 1.3 5.517 Small 2.6 6 0.06 2.7 11.618 Small 0.5 10 0.1 4.1 17.619 Small 0 Refusal

Appendix B Results of Field Investigation – Access Road Site

Form

GE

O 5

.3 Is

sue

3 R

ev.2

0.5

1.0

1.5

2.0

2.5

3.0

Borehole Location:

wat

er



ADT



etho

d

water inflow

material

depthmetres 10

020

030

040

0

SC

kPa

material substance

6.0

5.5

5.0

4.5

4.0

3.5

pock

etpe

netro

-m

eter

water outflow

slope:

bearing:


HA

pene

tratio

n

W

M


....becoming coarse grained at 0.6m

SANDY CLAY, medium plasticity, brown to 0.2mthen becoming grey, trace fine to medium grainedsand content

LN

-90°Easting:

Northing


D



hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort


RL

R.L. Surface:

datum:

Project No:

2.2.20072.2.2007

MBSHEN

GH08156AB

HA11

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



6.5

m CD

Sheet

clas

sific

atio

nsy

mbo

l

1 2 3 4

moisture




663022

7752872 mm


Borehole No.


DMWWpWL

grap

hic

log

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex


drilling information material substance

water outflow


slope:

bearing:

clas

sific

atio

nsy

mbo

l

663022

7752872


HA

kPa

met

hod



Easting:

Northing

-90°

pene

tratio

n

depthmetres

pock

etpe

netro

-m

eter

water inflow


Form

GE

O 5

.3 Is

sue

3 R

ev.2


100

200

300

400


wat

er

Borehole Location:

3.5

4.0

4.5

5.0

5.5

6.0

3.0

2.5

2.0

1.5

1.0

0.5


ADT


material


penetration

RL

U50

U63

DNN*NcVPBsER

undisturbed sample 50mm diameterundisturbed sample 63mm diameterdisturbed samplestandard penetration test (SPT)SPT - sample recoveredSPT with solid conevane shear (kPa)pressuremeterbulk sampleenvironmental samplerefusal


supp

ort

N nil

6.5

m CD



R.L. Surface:

datum:

Client:

Principal:

Project:

Sheet

Date started:

Date completed:

Logged by:

Checked by:

HA11

GH08156AB2.2.20072.2.2007

MBSHEN

Project No:

moistureDMWWpWL


mm

cons

iste

ncy/

dens

ity in

dex

moi

stur

eco

nditi

on

water


hole diameter:gr

aphi

c lo

g

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

Engineering Log - Borehole 2 of 1

Borehole No.

1 2 3


1 2 3 4


HA

pock

etpe

netro

-m

eter

drilling information material substance

slope:

bearing:

kPasoil type: plasticity or particle characteristics,colour, secondary and minor components.cl

assi

ficat

ion

sym

bol

663022

7752872


water inflow



Easting:

Northing

-90°

pene

tratio

n

water outflow

material


met

hod

Form

GE

O 5

.3 Is

sue

3 R

ev.2


100

200

300

400


wat

er

Borehole Location:

6.5

7.0

7.5

8.0

8.5

9.0

0.0

-0.5

-1.0

-1.5

-2.0

-2.5


ADT

depthmetres


hole diameter:

penetration

RL

U50

U63

DNN*NcVPBsER

undisturbed sample 50mm diameterundisturbed sample 63mm diameterdisturbed samplestandard penetration test (SPT)SPT - sample recoveredSPT with solid conevane shear (kPa)pressuremeterbulk sampleenvironmental samplerefusal

notes, samples, testsVSSFStVStHFbVLLMDDVD

6.5

m CD



R.L. Surface:

datum:

Client:

Principal:

Project:

Sheet

Date started:

Date completed:

Logged by:

Checked by:

HA11

GH08156AB2.2.20072.2.2007

MBSHEN

Project No:

BO

RE

HO

LE G

H08

156A

B S

TOC

KY

AR

D H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

moistureDMWWpWL


mm

cons

iste

ncy/

dens

ity in

dex

moi

stur

eco

nditi

on

water

supp

ort

grap

hic

log

N nil

Engineering Log - Borehole 3 of 1

Borehole No.

1 2 3


1 2 3 4


met

hod

Borehole Location:

wat

er


100

200

300

400


0.5

1.0

1.5

2.0

2.5

3.0


ADTwater inflow

material

depthmetres

pene

tratio

n


rm G

EO

5.3

Issu

e 3

Rev

.2

WL = 34%, WP = 14%, IP = 20%,% fines = 41%


pock

etpe

netro

-m

eter

water outflow

slope:

bearing:



D MD

Inadequate fill material encountered

....becoming red

CLAYEY SAND, fine to medium grained sand,orange, low plasticity fines

SC

WL = 37%, WP = 15%, IP = 22%,% fines = 41%

HA

-90°Easting:

Northing



D

D

N


hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort

N nil

kPaRL

R.L. Surface:

datum:

Project No:

2.3.20072.3.2007

MBSHEN

GH08156AB

HA12

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



m CD

Sheet

clas

sific

atio

nsy

mbo

l

1 2 3 4

moisture




660605

7749502 mm


Borehole No.


DMWWpWL

grap

hic

log

BO

RE

HO

LE G

H08

156A

B M

AN

GR

OV

E A

RE

A H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

water

moi

stur

eco

nditi

on

cons

iste

ncy/

dens

ity in

dex

Form

GE

O 5

.3 Is

sue

3 R

ev.2

0.5

1.0

1.5

2.0

2.5

3.0

Borehole Location:

wat

er



slope:

bearing:

met

hod

water inflow

material

depthmetres

pene

tratio

n

100

200

300

400

WL = 39%, WP = 15%, IP = 24%,% fines = 49%

kPa

material substance


ADT


pock

etpe

netro

-m

eter

water outflow


HA

M

D

Borehole HA13 terminated at 0.8mInadequate fill material encountered

CLAY, medium plasticity, orangeCL MDN

-90°Easting:

Northing


D



hole diameter:



U50

U63

DNN*NcVPBsER

penetration

supp

ort


RL

R.L. Surface:

datum:

Project No:

2.3.20072.3.2007

MBSHEN

GH08156AB

HA13

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:

1 2 3



m CD

Sheet

clas

sific

atio

nsy

mbo

l

DMWWpWL

moisture



1 2 3 4

660465

7749657

cons

iste

ncy/

dens

ity in

dex


Borehole No.



grap

hic

log

mm

water

moi

stur

eco

nditi

on

BO

RE

HO

LE G

H08

156A

B M

AN

GR

OV

E A

RE

A H

AN

D A

UG

ER

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

moisture

100

200

300

400

1 2 3 4


cons

iste

ncy/

dens

ity in

dex

met

hod

supp

ort

water

1 of 1

material substance

TES

TPIT

GH

0815

6AB

AC

CE

SS

RO

AD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7



water inflow

Sketch



Test pit location:


0.5

1.0

1.5

2.0

2.5

3.0


N nil

water outflow

Refusal due to collapsing hole

W

M


SILTY SAND, fine to medium grained, grey,non-plastic fines

SAND, fine to coarse grained, red brown, shell gritand gravel components

L

MD

% fines = 6%

SM

E

D

N SP-SM







clas

sific

atio

nsy

mbo

lmaterial

RLwat

er

moi

stur

eco

nditi

on

depthmetres

m long m wide



R.L. Surface:

datum:

Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP1

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



6.5

m CD

Sheet

Easting:

Northing:

1 2 3


U50

U63

DVBsER

penetration

methodNXBHBRE D

MWWpWL

supportS shoring

Excavation No.

Pit Orientation: 662545 m

7752537 m

Form

GE

O 5

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3 R

ev.2

6.0

5.5

5.0

4.5

4.0

3.5

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supp

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Test pit location:

100

200

300

400

1 2 3 4


cons

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ity in

dex

met

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N nil

m long m wide

MD

moisture

water inflow

Sketch



water outflow


MN


SP

Test pit TP2A terminated at 0.3mRefusal on limestone

SAND, fine to coarse grained, red brown, traceshell grit

material substance

Outcrop of sedimentary rock atsurface surrounding pit location.Impenetrable by the excavator.

E

0.5

1.0

1.5

2.0

2.5

3.0

water




depthmetres



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sific

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mbo

l


material

RLwat

er


R.L. Surface:

datum:

Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP2A

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



7.2

m CD

1 2 3

Sheet

methodNXBHBRE

moi

stur

eco

nditi

on


662241 m

7751916 m

Excavation No.


grap

hic

log

penetration

pock

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netro

-m

eter

DMWWpWL

supportS shoring

Form

GE

O 5

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ev.2


Northing:

U50

U63

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7.0

6.5

6.0

5.5

5.0

4.5

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TES

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Test pit location:

moisture

supp

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L

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Sketch



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100

200

300

400



N nil

1 of 1


Test pit TP2B terminated at 0.8m

D

M

Refusal on limestone

LIMESTONE, coarse grained, white, highcementation

CLAY, high plasticity, brown, trace fine to mediumgrained sand content

MD

CHE

DD

N

WL = 54%, WP = 22%, IP = 32%,% fines = 48%







clas

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RLwat

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depthmetres1 2 3

m long m wide


R.L. Surface:

datum:

Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP2B

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



7.2

m CD

Sheet

Pit Orientation:



U50

U63

DVBsER

penetration

methodNXBHBRE D

MWWpWL

Form

GE

O 5

.2 Is

sue

3 R

ev.2

662220 m

7751841 m

Easting:

Northing:

supportS shoring

7.0

6.5

6.0

5.5

5.0

4.5

TES

TPIT

GH

0815

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AC

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7

pock

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tratio

n


Excavation No.

100

200

300

400


N nil

1 of 1

Test pit location:

1 2 3 4


cons

iste

ncy/

dens

ity in

dex

met

hod


water

supp

ort

Sketch

L

water inflow



water outflow



m long m wide

moisture

D

N Hole formed by bogged excavatorM


CLAY, medium plasticity, grey and blue, some roots

0.5

1.0

1.5

2.0

2.5

3.0

material substance

CLE

WL = 49%, WP = 17%, IP = 32%,% fines = 55%




depthmetres



clas

sific

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l


material

RLwat

er


R.L. Surface:

datum:

Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP3

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



6.7

m CD

1 2 3

Sheet

DMWWpWL

moi

stur

eco

nditi

on


661976 m

7751108 m

Excavation No.


U50

U63

DVBsER

grap

hic

log

methodNXBHBRE

pock

etpe

netro

-m

eter

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2


Northing:

penetration


6.5

6.0

5.5

5.0

4.5

4.0

pene

tratio

n

TES

TPIT

GH

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6AB

AC

CE

SS

RO

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7

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Sketch

1 2 3 4

0.5

1.0

1.5

2.0

2.5

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cons

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dens

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dex


kPa

N nil

1 of 1su

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Test pit location:

100

200

300

400

SC CLAYEY SAND, fine to medium grained, red, lowplasticity fines

W

M

D

Hole collapsing

....becoming red at 1.3m

SAND, fine to medium grained, orange, trace siltyfines content, minor roots near surface

D

MD


D

water inflow

SME

WL = 26%, WP = 15%, IP = 11%,% fines = 20%

% fines = 8%D

N

RL

TES

TPIT

GH

0815

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AC

CE

SS

RO

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TE

ST

PIT

S.G

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DT

02.

04.0

7







clas

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depthmetres1 2 3






Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP6

Date started:

Date completed:

Logged by:

Checked by:

Sheet

R.L. Surface:

datum:

8.8

m CD

Client:

Principal:

Project:

methodNXBHBRE D

MWWpWL

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2


Northing:

U50

U63

DVBsER


m long m wide

8.5

8.0

7.5

7.0

6.5

6.0

penetration

pock

etpe

netro

-m

eter

grap

hic

log

pene

tratio

n


661376 m

7748411 m

Excavation No.

% fines = 4%

material substance

moisture

SC

SC

E

TES

TPIT

GH

0815

6AB

AC

CE

SS

RO

AD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

0.5

1.0

1.5

2.0

2.5

3.0

supp

ort



1 of 1

Test pit location:

100

200

300

400

1 2 3 4


cons

iste

ncy/

dens

ity in

dex

met

hod


water

N nil

CLAYEY SAND, fine to medium grained, red, lowplasticity fines

WL = 36%, WP = 15%, IP = 21%,% fines = 38%

D

Test pit TP7 terminated at 2.3mHole collapsing

W

CLAYEY SAND, fine to medium grained, red,medum plasticity fines

FILL, fine to medium grained, red, crushed rockcomprising quartz and iron ore rejects on surface andintermittent below

MD

D

MD

....gravel component in sandy clay

N

D

D

M


D

wat

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water outflow






clas

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l


RL moi

stur

eco

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on

depthmetres1 2 3


material



Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP7

Date started:

Date completed:

Logged by:

Checked by:

SheetEngineering Log - Excavation

R.L. Surface:

datum:

7.5

7.0

6.5

6.0

5.5

5.0

8.0

m CD

Client:

Principal:

Project:

supportS shoring

Form

GE

O 5

.2 Is

sue

3 R

ev.2


Northing:

penetration

m long m wide

water inflow

Sketch



pene

tratio

n

DMWWpWL

grap

hic

log

methodNXBHBRE


662049 m

7747447 m

Excavation No.


U50

U63

DVBsER

pock

etpe

netro

-m

eter

water

supp

ort

Test pit location:

100

200

300

400

1 2 3 4


cons

iste

ncy/

dens

ity in

dex


kPa

moisture

material substance

met

hod


D

m long m wide

water inflow

Sketch


1 of 1

water outflow

N nilnatural exposureexisting excavationbackhoe bucketbulldozer bladeripperexcavator



Refusal on cemented sand/rock

D


....becoming cemented at 1.0m and hard to penetrate

CLAYEY SAND, fine to coarse grained, red, rootsat the surface, low plasticity fines

VD % fines = 23%

0.5

1.0

1.5

2.0

2.5

3.0

E N

D

D

SC








clas

sific

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RLwat

er

moi

stur

eco

nditi

on

depthmetres


R.L. Surface:

datum:

Project No:

30.1.200730.1.2007

MBSHEN

GH08156AB

TP8

Date started:

Date completed:

Logged by:

Checked by:

Client:

Principal:

Project:



10.8

m CD

Sheet

Pit Orientation:

1 2 3


U50

U63

DVBsER

penetration

methodNXBHBRE D

MWWpWL

662746 m

7747155 m

Form

GE

O 5

.2 Is

sue

3 R

ev.2


Easting:

Northing:

supportS shoring

10.5

10.0

9.5

9.0

8.5

8.0

Excavation No.

TES

TPIT

GH

0815

6AB

AC

CE

SS

RO

AD

TE

ST

PIT

S.G

PJ

CO

FFE

Y.G

DT

02.

04.0

7

pock

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F:\Geotechnical\HERD08000\GEOTHERD08156AB Multiuser Iron Ore Port Facility Project, Port Hedland\Docs\GH08156AB-PSP Access Road1.Doc

PERTH SAND PENETROMETER Test Report No. GH08156AB-PSP AS1289.6.3.3 - 1997 Job No: GEOTHERD08156AB SCALA PENETROMETER TEST Office: Perth AS1289.6.3.2 - 1997 Client: Promet Engineers Pty Ltd Principal: Port Hedland Port Authority Project: Multiuser Iron Ore Port Facility Location: Stanley Point, Finucane Island Soil type: various Soil moisture: moist Depth to water:



Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 1 0 1 1 1 1 300-450 1 0 0 0 0 0 450-600 0 0 1 0 0 0 600-750 0 0 1 0 0 0 750-900 0 0 3 0 0 0 900-1050 0 0 15 0 0 2 1050-1200 1 0 15+ 1 1 3 1200-1350 0 0 0 3 3 1350-1500 0 0 1 3 2 1500-1650 0 2 1 2 2 1650-1800 0 3 4 6 4 1800-1950 R 16+ 3 9 3 1950-2100 2100-2250 2250-2400 2400-2550 2550-2700 2700-2850 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001






Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 1 1 1 2 3 1 300-450 0 0 0 6 8 2 450-600 0 0 0 10 13 3 600-750 0 4 0 12 9 20 750-900 0 6 0 19+ 6 10 900-1050 0 7 1 4 10 1050-1200 1 4 2 4 18 1200-1350 0 5 4 6 7 1350-1500 3 5 4 6 5 1500-1650 2 5 7 7 5 1650-1800 2 5 12 11 5 1800-1950 2 6 11 21 8 1950-2100 2100-2250 2250-2400 2400-2550 2550-2700 2700-2850 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001





Test Location 32 33 34 35 36 Easting 661490 661695 662022 662406 662746 Northing 7748030 7747718 7747470 7747253 7747155

Test Depth mm Blows/150mm 0-150 Set Set Set Set Set Set 150-300 3 6 3 3 6 300-450 4 7 5 4 5 450-600 7 7 6 3 5 600-750 15 6 10 3 8 750-900 13 5 16 4 20+ 900-1050 14 4 15 7 1050-1200 12 5 13 10 1200-1350 15+ 5 16 9 1350-1500 5 21 9 1500-1650 7 16 1650-1800 14 13 1800-1950 12 14 1950-2100 2100-2250 2250-2400 2400-2550 2550-2700 2700-2850 2850-3000 3000-3150 3150-3300 3300-3450 Note: Testing was continuous without augering to target depth except where shown.

Signatory

P97-001


Access Road Shear Vane Tests

Shear Vane Vane Size Depth of Test (m) Dial Reading mm Torque(Nm) Shear Strength (kPa)Location

21 Large 1.3 14 1.4 50.4 50.122 Large 0.5 8 0.8 29.0 28.823 Large 1.5 15 1.5 53.9 53.624 Large 1.6 9 0.9 32.6 32.425 Large 0.8 11 1.1 39.7 39.526 Large 1.3 11 1.1 39.7 39.527 Large 0.5 10 1 36.2 35.928 Large 1.1 17 1.7 61.1 60.7

Appendix C Results of Laboratory Testing

Appendix D Conceptual Construction Plan

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 GEOTHERD08156AB-AE 24 Hasler Road Herdsman WA 6017 Australia PO Box 1530 Osborne Park DC 6916 Australia T (+61) (8) 9347 0000 F (+61) (8) 9347 0099 www.coffey.com.au

10 September 2007

Prism Design + Management c/- van der Meer Consulting 41 Stuart Street NORTHBRIDGE WA 6003

Attention: Jean-Claude Sulon

Dear Sir

RE: CONCEPTUAL CONSTRUCTION PLAN FOR STOCKPILE AT HARRIET POINT, PORT HEDLAND

1 INTRODUCTION This letter provides a conceptual construction plan for the proposed stockpile facility to be constructed at Harriet Point, Port Hedland. This letter follows release of Coffey’s draft report at the site (Ref GEOTHERD08156AB-AC dated 2 April 2007) and numerous meetings between Coffey and van der Meer personnel. During the meetings a range of development options were considered.

It is understood that the Stage 1 development of the project comprises the construction of a Multi-User Iron Ore Port Facility incorporating a stockyard area and an access haul road adjacent to the existing BHPBilliton (BHPB) Finucane Island road.

This initial investigation work was commissioned by Mr Andre Bush of Port Hedland Port Authority (PHPA) on 22 January 2007via Purchase Order No. 15431 dated 22 January 2007 with reference to Coffey Proposal Ref: GEOTHERD08156AB-AA. Jean-Claude Sulon (van der Meer) on behalf of PHPA has authorized all subsequent involvement.

2 PROPOSED DEVELOPMENT The stockyard is understood to comprise of a relatively level working platform with a central conveyor system that transports the stockpiled material to the proposed ship loading facility at Utah Point. Several discrete loading points will be constructed over the conveyor belt. The stockpiled material will be dumped by side tippers from the perimeter road, where loaders will form the stockpiles and ultimately transport the material to the loading points.

Based on recent survey information, Coffey understand that the elevation of the working platform along the central conveyor line is 9.5m Chart Datum (CD). The edge of the platform will fall to nominally 9.0mCD, or at least 2.0m above the existing surface level. The perimeter embankment will have an elevation of 11.5mCD, nominally 2.5m above the platform.

Coffey Geotechnics GEOTHERD08156AB-AE 10 September 2007

2

3 RECOMMENDED DESIGN APPROACH

3.1 General Based on our April 2007 report, mangrove mud was encountered across the stockyard site at varying depths. The mangrove mud is a medium to high plasticity clay that has very low strength. The mangrove muds are overlying either stiff red bed soils or high strength calcarenite rock.

The mangrove muds have the potential to cause significant settlement and or instability for the proposed development. Given these muds are potentially Acid Sulphate Soils if exposed/excavated and replaced with the risk of inundation during peak high tides, it is considered more appropriate that an engineered fill pad be placed over the mangrove muds with the resultant settlement needed to be managed. This approach has been taken for other developments in this area, however it requires some limitations on the operation of the facility in the early stages of its design life.

Recommended procedures on earthworks to construct the facility are provided below. The earthworks recommendations generally comprise minimum disturbance of the muds and placement of a fill platform (comprising granular fill from the associated dredging activity) that covers the muds and provides a working surface for the loaders.

3.2 Construction Timing As noted above, construction over the soft mangrove muds will impose some limitations on the early use of the facility. These limitations are due to the low strength of the muds and their short term inability to support high loads prior to the muds gaining strength due to consolidation. The muds will consolidate (and settle) under the engineered fill platform, so it is therefore recommended that the engineering fill platform be constructed early in the construction sequence.

During operations of the stockyard, it may be necessary to place restrictions on the height of the iron ore stockpiles until such time as the underlying muds will not fail. These restrictions would have less of an impact on operations if a second layer of geogrid is placed on the interface between the dredged fill and the basecourse material.

Based on laboratory test results on samples obtained during the investigation, and Coffey’s experience of mangrove mud consolidation gained on other developments in the Port Hedland area, the time taken for the muds to achieve 90% consolidation is between 3 and 6 months. It should be noted that muds that have “fully” consolidated following the placement of the fill platform may still require further consolidation prior to supporting the iron ore stockpiles.

An ongoing program of survey and monitoring of piezometers is strongly recommended to assess the level of consolidation of the muds in response to the application of the granular fill and initial application of the iron ore stockpiled material. Based on work Coffey have undertaken at nearby Anderson Point and Finucane Island, it is recommended that the height of the stockpiles be limited to approximately 8m. Further, more detailed advice, will be provided on the length of time for the muds to achieve consolidation, the maximum initial and subsequent level of stockpiled material based on the monitoring program noted above.

3.3 Construction over Mangrove Muds The following site preparation sequence of procedures are recommended for construction over the mangrove muds:

(i) Chain saw the mangrove trees just above ground level without disturbing the root zone below the ground surface thus retaining some of the root system as a reinforcement zone.

(ii) Trim and lay all the mangrove trees horizontally to form a uniform separation layer that may


3

result in deleting the geofabric drainage separation layer. Areas where full mud coverage is not achievable with the cut mangroves should be covered with the geofabric drainage separation layer.

(iii) Lay out the geotextile drainage separator layer on the mud with a minimum overlap of 1.0m.

(iv) Lay out the geotextile reinforcement layer and hand tension to remove any folding or slack in the geogrid. Overlap of rolls to be 600mm with cable ties at 300mm intervals in both directions to maintain tension over joins.

(v) Spread the first layer of fill material over the geotextile layers in an initial 1.0m thick bridging layer using light tracked construction equipment that has low ground pressures, ensuring that all equipment only operates over at least 1.0m of fill. The fill in this initial layer is to be free draining sandy gravely material, similar to the dredged material at the FMG Port Facility.

(vi) Spread and compact similar free draining material in layers with a maximum thickness of 0.5m to achieve required elevation. Traffic during this phase should be restricted to low ground pressure vehicles. The granular fill above the bridging layer should be compacted to achieve a minimum Dry Density Ratio (DDR)(AS1289.5.4.1) of at least 90% of Modified Maximum Dry Density (MMDD)(AS1289.5.2.1)

It is then recommended that the area be left to consolidate. For the perimeter road, fill should continue to be placed in nominal 500mm thick layers and compact to a DDR of at least 90% MMDD up to a level of 0.75m below the underside of the pavement. The final 0.75m zone of bund fill should be placed in three, 250mm thick layers and compacted to 95% of MMDD.

In view of Coffey’s extensive, past experience in similar methods of constructing over the muds in Port Hedland, we believe that the levels noted in Section 2.0 would be the minimum thickness of fill required in order to achieve a workable solution.

3.4 Conveyor Footings Pad/strip footings are likely to be able to support the proposed conveyor and loading stations when founded at relatively shallow depths within the fill platform. The settlement of such footings will be dependant upon the consolidation and settlement of the underlying muds. This will relate directly to the thickness and strength of the muds beneath the fill platform.

Based on the current level of investigation, the strength of the muds are relatively consistent, however, the thickness ranges from “not present” to greater than 1.7m. Further testing may also show greater strength variability. Based on this range, total settlements up to 200mm may be expected. It is important to note that the whole of the stockyard and perimeter road area may settle by this amount. The amount of differential settlement between footings on the conveyor within the fill platform will be significantly less than the total amount. It is recommended that the conveyor be designed to accommodate differential settlements of 30mm between footings.

4 CLOSURE Upon feedback from our client, Coffey will prepare a final Geotechnical Investigation report, to supersede our previously issued draft report. If you have any questions related to the letter, please do not hesitate to contact the undersigned.

For and on behalf of Coffey Geotechnics Pty Ltd


4

Hamish Nelson

Associate Engineer

Documents

MULTI-USER IRON ORE PORT FACILITY - STAGE 1