1-COVERPAGE for PAD CO WIND ENERGY REV CA...

ANNEX 5

Report Geotechnical Investigation for

Proposed Wind Turbine Project at Mare Aux Vacoas, Mauritius

REPORT Geotechnical Investigation for Proposed

Wind Turbine Project at Mare Aux Vacoas, Mauritius

Prepared for: PAD & CO. LTD.

MOTORWAY M3, RICHETERRE, TERRE ROUGE, MAURITIUS

Prepared by:

Consulting Geotechnical Engineers & Geoscientists Tel: (230) 290 1350, Email:[email protected]

www.geocrust.com

On Behalf of GEOCONSUL LTEE

Basing Rise, Calodyne, Grand Gaube, Mauritius. Tel: (230) 288 1664, Fax : (230) 288

1772, Cell: (230) 253 2241 www.geoconsulmaurice.com

Submitted on October 21, 2012 Revision

No. Issued date

Issued by

Descriptions Prepared by

Reviewed & Approved by

0 October 21 / 2012

GC Geotechnical Investigation Report for Comment

SV CA

October 21, 2012

Project Manager, PAD & CO. Ltd. Motorway M3, RicheTerre, Terre Rouge, Mauritius

Dear Sir:

RE: Report Geotechnical Investigation for Proposed Wind Turbine Project at Mare Aux Vacoas, Mauritius

GEOCONSUL LTEE has completed the authorized geotechnical investigation for the above referenced project based on the agreed scope of work. The enclosed geotechnical report described in details of the geotechnical investigation procedures, the findings & recommendations to be utilized in the design and construction of the proposed wind turbine tower foundation based on our local experience, corehole drilling, in-situ Standard Penetration Test Results and engineering properties of subsurface conditions. We appreciate this opportunity to be of service to you in preparing this geotechnical investigation report. If there are any questions regarding the information contained in this report, or with respect to any work performed to date, please do not hesitate to GEOCRUST LTD at [email protected], CC: [email protected]. Yours very truly, GEOCONSUL LTEE Robert Jean Luc Managing Director Enclosure: Geotechnical Investigation Report for above project Distribution: Electronic pdf copy by email & Hard bound copies by mail/person

Geoconsul Ltée –Basing Rise, Calodyne, Grand Gaube, Mauritius. Tel: (230) 288 1664, Fax : (230) 288 1772, Cell: (230) 253 2241

Website : www.geoconsulmaurice.com

CLIENT: PAD & CO. Ltd. PREPARED BY: GEOCRUST LTD. - CONSULTING GEOTECHNICAL ENGINEERS & GEOSCIENTISTS ON BEHALF OF GEOCONSUL LTEE

I (Table of Content)

Geotechnical Investigation for Proposed Wind Turbine Project at Mare Aux Vacoas, Mauritius

TABLE OF CONTENTS

Section Descriptions Page

No.

1.0 INTRODUCTION…………………………………………………………………………................. 1

1.1 Scope and Purpose of this Investigation ….……………………………………….......... 1

1.2 Project Information…………………………. ……………………………………….............. 2

1.3 Project Site Location ………………………………………………………………................ 2

1.4 Desktop Study (Regional Geology of Study Site).……………………….……............... 2

2.0 SITE INVESTIGATION PROGRAM ….……………………………………………………….……… 3-4

2.1 Rotary Corehole Drilling……………………………......................................................... 3

2.2 In-situ Testings……………………………………….......................................................... 3

2.3 Laboratory Testing.…………………………..……………….............................................. 4

3.0 GROUNDWATER CONDITIONS ……………………………………………………………………. 4

4.0 SUBSURFACE CHARACTERISTICS OF STRATA………………………………………………….. 5-6

5.0 GEOTECHNICAL ASSESSMENT AND ENGINEERING RECOMMENDATIONS ……………………….. 7-12

6.0 CONCLUSIONS ………………. …..……………………………………………………………… 12-13

7.0 REFERENCES ……………………. …..…………………………………………………………. 13

8.0 CLOSURE….……………………………………………………………………………………… 14

LIST OF APPENDICES

Appendix A Drawing – Figures: Location of project site, Landuse Map, Regional Geological Map, Soil Map, and Layout Plan (Google Map) Showing Location of Boreholes

Appendix B Geotechnical Logs of Borehole and Photographs

CLIENT: PAD & CO. Ltd. PREPARED BY: GEOCRUST LTD - CONSULTING GEOTECHNICAL ENGINEERS & GEOSCIENTISTS ON BEHALF OF GEOCONSUL LTEE

Page 1 of 14 Geotechnical Investigation for Proposed Wind Turbine Project at Mare Aux Vacoas, Mauritius

1.0 INTRODUCTION

This report presents the results of a geotechnical investigation conducted by GEOCONSUL LTEE during September 27-29, 2012 for proposed wind turbine construction at Mare Aux Vacoas, Mauritius. The consulting geotechnical engineering services of GEOCRUST LTD (Consulting Geotechnical Engineers & Geoscientists) were retained by GEOCONSUL LTEE to carry out geotechnical investigation field supervision and report preparation services for proposed turbine tower construction. This factual report summarizes the results of the site investigations and in-situ testing carried out on behalf of our client PAD & CO. LTD. This report is being written to provide guidelines for foundation design. The tests and terminologies used in this report are according to BS1377: 1990, BS 8004:1986 and BS5930: 1999 plus A2 2010. The site investigation and recommendations generally follow accepted practices for geotechnical engineering. The format and contents are guided by the client’s specific needs as per agreed scope of work. Presented herein are the results of our findings (such as subsoil conditions and groundwater condition from exploratory corehole drilling program at four different locations, along with comments and recommendations are pertaining to guidelines for foundation design aspects. 1.1 SCOPE AND PURPOSE OF THIS INVESTIGATION The purpose of these services is to determine subsurface ground conditions and geotechnical engineering recommendations based on scope of work relative to:

Subsurface soil conditions to exploration depths; Subsurface water conditions to exploration depths; Foundation design and construction of turbine tower foundation; and Earthwork.

In order to accomplish these objectives, the following scopes of work have been included in accordance with client’s project requirements:

Exploratory Corehole Drilling at least 3m in sound rock at proposed turbine tower locations;

Geotechnical Logging of Subsurface Strata; In-situ test Standard Penetration test (where applicable); Engineering classification of soil/rock and engineering evaluation of soil/rock

properties; Evaluation of Bearing Capacity of Foundation and engineering recommendations; and Geotechnical Investigation Report Preparation.



1.2 PROJECT INFORMATION The project details and proposed constructions were not provided during the geotechnical site investigation. It is our understanding that the proposed construction of turbine tower construction will comply with standard design and specifications. It is assumed that the wind turbine tower facilities will be of pre-fabrication construction material (structural steel, metal panel etc.) 1.3 PROJECT SITE LOCATION The project site is located at Mare Aux Vacoas, Mauritius. The general location of the site is presented in Figure 1 (Appendix A): Vicinity Map and Figure 2 (Appendix A): Land use Map. 1.4 DESKTOP STUDY (REGIONAL GEOLOGY OF THE SITE)

The island of Mauritius is of volcanic origin and formed by several series of basaltic rock of volcanic activities. Intermediate and more recent series of volcanic eruptions from several small emissions of volcanic rock distributed over the whole island cover the ancient central volcanic plateau and the deeply eroded valleys heading to the sea. Most of the island is now covered with the intermediate and late flows which have in general a gentle dipping towards the sea from the interior of the island. Isolated remnants of the initial ancient series occur in the highest peak of the island.

The lava flows consist of a sequence of massive basalt strata with vacuolar (vesicular) strata and volcanic breccias on top. Volcanic tuff layers occurs in-between the lava flows. The prevailing rock is a fine grained, dark to light grey, hard to very hard basalt often with intrusions of variable chemical composition. The vacuolar strata have sometimes vesicles which are filled with calcite, zeolite or aragonite.

Overburdens are in-situ residual soil or colluviums, i.e. transported hill wash of completely weathered basaltic rock. Alluvial deposits which can be found rarely along some rivers are particular sand and gravel of eroded and transported basalt fractures. Occasionally alluvial clayey soil is to be found in some river valleys.

The project site under ground investigation belongs to recent to intermediate volcanic formation. The geological map (Giorgi, Loicc-1999) presented in the Figure 3 (Appendix A), which shows location of project site. The project site consists of Latosolic Brown Forest Soil & Humic Latsols (Published Notes on the 1:100,000 soil map of Mauritius by parish et. al. 1965) is presented in Figure 4 (Appendix A).



2.0 SITE INVESTIGATION PROGRAM The geotechnical investigation consisted of four exploratory rotary core hole drilling and In-situ test (Standard Penetration Tests) at the proposed site. A general description of the present scope of work carried out is presented in the following sections. The layout plan of exploratory rotary core holes in conjunction with this investigation are also presented on Figure 5 (Aerial Google Digital Globe - Refer to Appendix A). The field investigations performed is shown in the Table 1.

2.1 Rotary Corehole Drilling The coreholes were drilled by using drilling rig APAFOR 450 at the project site. The coring in soil and rocks were carried out using triple tube core barrel (HMLC-diameter of hole 114 mm) by rotary core drilling method. All drilling in soils were followed by HX casing. The logging of rock cores with core photographs were carried out by professional geotechnical engineer – engineering geologist in accordance with “Geological Society Engineering Group Working Party Report on The Logging of Rock Cores for Engineering Purposes” &“Code of Practice for Site Investigation: BS 5930:1999+A2 2010”. The detailed corehole logs are shown in Appendix B.

Table 1: Details of Field Investigation Performed

2.2 In-situ Standard Penetration Test in Coreholes Standard penetration tests were carried out (in accordance with the requirements of BS1377: Part 9:1990) by driving a 50mm split spoon by means of a 63.5kg hammer falling a distance of 760mm. The SPT blow count N is the number of blows required to drive the spoon by 300mm after initially seating the spoon by 150mm.The SPT tests where the full penetration of 450mm could not achieved after 51 blows are termed as REFUSAL (RF). The details of SPT data are included in the Appendix B (Corehole Logs and core photographs) and Table 1.

Location of Borehole Depth of Drilling (m)

Casing Depth (m)

In-Situ Test (SPT)

Depth (m) N

BH-A 6 4.5 1.0-1.5 12 2.5-3.0 3 4.5 RF

BH-B 6 2.6 0.6 RF 2.6-3.1 18

BH-C 6 4.1 1.1-1.6 4 2.6-3.1 11 4.1-4.6 15

BH-D 6 1.0 1.0 RF



2.3 Laboratory Testing The laboratory soil/rock mechanics test for existing ground condition was not performed for foundation analysis for this location due to project scope of work. But stringent engineering properties of soil and soil are taken into consideration during foundation analysis. GEOCRUST was evaluated engineering properties of soil based on professional experience of similar soil condition close to project site and in-situ SPT data.

3.0 GROUNDWATER CONDITIONS

Groundwater affects many elements of the foundation design and construction, so that the ground water level was generally extrapolated from end of corehole drilling. Groundwater observations are presented on the corehole log in the Appendix B. It must be recognized that groundwater levels are subject to seasonal and annual fluctuations depending on many factors such as precipitation, water line break, surface drainage and hydrogeology of the area. A contingency amount should be included in the construction budget to allow for the possibility of variations in groundwater conditions, which may result in modification of the design, and/or changes in construction procedures. Therefore, the actual groundwater levels recorded at this time of investigation may differ from those noted in the Borehole Logs and Table 2 at the time of construction.

Table 2: Groundwater Conditions below existing ground surface (m)

Test Holes Core Hole Depth

(m)

Approximate Water Level (m) observed Below Existing Ground

Level after end of drilling work BH-A 6.00 0.93

BH-B 6.00 1.02

BH-C 6.00 Dry

BH-D 6.00 0.66



4.0 SUBSURFACE CHARACTERISTICS OF STRATA The detailed stratigraphy encountered in a borehole location of the subsoil is given on the attached geotechnical borehole logs (Appendix B). These boundaries are intended to reflect transition zones for the purposes of geotechnical design and should not be interpreted as exact planes of geological change. A brief summary of the subsoil stratigraphy encountered in the borehole locations follows. For ease of interpretation of exploratory test hole subsoil data, the subsoil of condition of each site has been described below: 4.1 Ground Profile & Engineering Properties at BH-A One borehole drilling at BH-A site was carried out at the project site to investigate the ground condition. For the purpose of foundation design, the subsoil ground profile is presented on the basis of the stringent case as follows:

0.0-0.40m: Top soil; 0.40-4.50m: Soft to firm Silty Gravel/Gravelly Silt (Residual soil) plus Completely weathered very weak rock mixture, SPT (N-Value) varies from 3-Refusal; 4.50-6.00m: Moderately strong to strong with occasional thin weak layers BASALT, moderately weathered with occasional highly weathered, RQD varies from 0-60%, estimated unconfined compressive strength of 10-30Mpa.

4.2 Ground Profile & Engineering Properties at BH-B One borehole drilling at BH-B site was carried out at the project site to investigate the ground condition. For the purpose of foundation design, the subsoil ground profile is presented on the basis of the stringent case as follows:

0.0-3.10m: Stiff to firm Silty Gravel/Gravelly Silt (Residual soil) with slight weathered basalt rock (? Boulder) in matrix of silty gravel / gravelly silt, SPT (N-Value) varies from 18-Refusal; 3.10-6.00m: Strong with occasional thin weak layers BASALT, moderately weathered with occasional highly weathered, RQD varies from 50-60%, estimated unconfined compressive strength of 10-50Mpa.

4.3 Ground Profile & Engineering Properties at BH-C One borehole drilling at BH-C site was carried out at the project site to investigate the ground condition. For the purpose of foundation design, the subsoil ground profile is presented on the basis of the stringent case as follows:

0.0-0.30m: Top soil; 0.30-6.00m: Soft to stiff Silty Gravel/Gravelly Silt (Residual soil) plus Completely weathered very weak rock mixture, SPT (N-Value) varies from 4-15;



4.4 Ground Profile & Engineering Properties at BH-D One borehole drilling at BH-D site was carried out at the project site to investigate the ground condition. For the purpose of foundation design, the subsoil ground profile is presented on the basis of the stringent case as follows:

0.0-0.40m: Top soil; 0.40-1.80m: Medium dense to dense Soft to firm Silty Gravel/Gravelly Silt (Residual soil) plus moderately weathered moderately basalt rock mixture (? Boulder), SPT (N-Value) Refusal; 1.80-6.00m: Strong to moderately strong with occasional thin weak layers BASALT plus AGGLOMERATE Mixture Rock, slightly to moderately weathered with occasional highly weathered, RQD varies from 30-90%, estimated unconfined compressive strength of 10-50Mpa.

In general, the basalt / agglomerate volcanic bed rock has been classified according to Rock Quality Designation (RQD): RQD less than 50% belongs to weak rock category and RQD greater than >50% belongs to strong rock category. The rock quality designation (RQD) is an indirect measure of the number of fractures and the amount of jointing in the rock mass. The RQD is expressed as a percentage of the ratio of summed core lengths (greater than 100 mm) to the total cored. The RQD index is used to provide a classification for the rock quality according to the following limits.



5.0 GEOTECHNICAL ASSESSMENT AND ENGINEERING RECOMMENDATIONS

5.1 GENERAL The following section of the report presents our interpretation of the factual information obtained from the current geotechnical investigation and is intended only for the use of the design engineer. Contractors bidding on or undertaking the work should make their own interpretation of the factual results of the investigation as it affects their construction methods, equipment capabilities, costs, and sequencing. Our professional services for this assignment address only the geotechnical aspects of the subsurface conditions encountered at the site. The following recommendations are based on the information available on the proposed structure, observations made at the subject site, interpretation of the data obtained from the subsurface investigations, and our experience with similar soils and subsurface conditions encountered at project site. Since the exploratory corehole drilling represent very limited subsurface conditions, subsurface conditions could vary substantially during construction from those indicated by corehole log. In such instances, adjustments to the design and construction of the proposed structures might be necessary, depending on the actual conditions encountered. The site appears suitable for the proposed construction. Evaluation and recommendation presented are based on the interpretation of the subsoil conditions present in the test hole advanced within the subject site. Comments and recommendations regarding foundations and other issues related to the geotechnical aspects of the project are presented in the following sections.

5.2 WIND TURBINE TOWER FOUNDATION DESIGN CONSIDERATIONS It is understood that in addition to vertical loads, the foundations will also be subjected to uplift and lateral loads. The general subsurface soil condition of the site is presented in Section 4.0 and Corehole Logs (Appendix B). The following design recommendations are based on the present subsurface conditions encountered in the exploratory rotary corehole drilling location, empirical correlations for the soil as well as rock types encountered, our analyses and experience in same type of subsurface conditions. Based on the results of the geotechnical investigation, the choice of foundation methods will be depend on the column loads and whether excavation is required for the proposed development. The following foundation options should be considered:

Shallow footings (Mat foundation / Spread Footing); Micro piles; and Drilled cast-in-place concrete piles;



On basis of the engineering properties and sub-surface conditions, shallow (Mat foundation) as well as deep foundation system would be appropriate for proposed structure. The foundation should be buried / anchored into sound rock sufficiently to resist overturning forces. The minimum depth at which a foundation should be placed depends on the soil profile, structural requirement, ground water condition and so on. The design and construction of turbine tower foundation should conform to applicable codes/standards. The following factors should generally be taken into consideration in determining the depth of foundations.

Depth of top soil, rubbish fills if any. Depth of poor surface deposit such as peat , muck, or sanitary land fill. Location of ground water table and its seasonal fluctuation Depth of poor or better underlying strata. Depth of adjacent footings if any.

If the subsoil near the ground surface consists of a heterogenous fill of uncertain properties or compressible soil like peat, muck etc. then the foundation should preferably be taken below the fill to a native dense undisturbed strata/dense undisturbed engineered fill (compacted/consolidated earth)/strong rock. The structure should be designed to resist stresses imposed by irregular displacements, the prediction of differential settlement is often hazardous and it may be preferable to endeavor to reduce differential settlement or to attain sensibly uniform settlement of all parts of the structure. The following methods can be employed to reduce differential settlement.

1. Adjust of design load on foundation: not often practicable. 2. Adjustment of proportions or depths of individual foundations: generally effected by trial

and error; 3. Transfer of load to deeper, less compressible strata by piers or piles 4. Provision of rigid raft foundation: the raft must be sufficiently strong to resist stresses

imposed by non-uniform distribution of bearing stress. 5. Excavating highly compressible strata below design grade of foundation and replacing it

with well compacted granular materials or non-shrink concrete.

The geotechnical engineering recommendations and design parameters of the above foundation systems are provided in the following sections. The following engineering soil properties (Table 3) may be used to design foundation at the project site:

Table 3: Design Engineering Properties of Subsurface Material (Soil/Rock)

for Foundation Subgrade Sub-soil Type Unit

Weight (KN/m3)

Internal Angle of Friction ()

degree

Shear Strength

(kpa)

Unconfined Compressive

Strength (Mpa)

Gravelly Silt/Silty Gravel Residual Soil

18 0 25-150 50-300

Moderately weathered Strong to moderately

weak Basalt Rock (RQD=30-90%)

22 - - 5-50



Other design considerations: The site conditions can exclude any risk of ground sliding. There are no visible signs of slope instabilities in the vicinity of the site. It must be noted that the above should be considered as a guideline and the required analysis should be carried out by design engineer. Each foundation scheme should be considered during design stage from stability, feasibility, economical and practical stand point. At present, the preference has not been given to any of the foundation types, as a final selection of the foundation system should be determined in conjunction with economic and structural design considerations. If soft ground with inadequate soil bearing capacity condition/high water table condition is encountered during the excavation or from subsoil investigation findings at study site, deep foundation will be preferable.

5.3 GUIDELINES FOR FOUNDATION DESIGN-BEARING CAPACITY AND SETTLEMENT 5.3.1 MAT FOUNDATION

The mat foundation can be suitable for support of the proposed wind turbine foundation. If bearing capacity of mat foundation is unsuitable for structural load, it is recommended that alternate foundation system such as deep foundation system or shallow foundation system with ground improvement method must be adopted. It is recommended that the mat foundation must be located below the uncontrolled fill/disturbed loose soil /disturbed weak rock if encountered during construction. The maximum allowable bearing pressure may be used for the design of mat foundation footings within the native stiff to very stiff undisturbed residual soil/ strata/ within dense undisturbed engineered fill (compacted/consolidated earth)/dense bed rock. Loose or disturbed materials or loose boulder must be removed or compacted from the footing excavation prior to placement of concrete. Hand cleaning may be required to prepare an acceptable bearing surface. We recommend the mat foundation be designed to act as a rigid structure. It is recommended that the mat foundation should be placed at minimum 2.5m below grade in approved foundation subgrade and with sufficient depth to withstand the over turning moment of the wind turbine tower. For the mat to resist the overturning moment, the weight of the concrete and any soil vertically above the foundation can be used. It is important that all bearing surfaces of foundation must be inspected and approved by our geotechnical engineer prior to pouring concrete to confirm soil conditions/origin of soil and bearing pressures as anticipated in design. Any existing disturbed native soil/ low bearing soil (loose/ soft)/ uncontrolled fill / loose to disturbed boulders should be removed, and replaced with lean concrete (Non-shrink) or crushed clean granular or granular fill prior to pour concrete. If residual soil has high swelling and shrinkage potential (high plasticity clay) so that foundation must be placed below the zone of moisture content fluctuations strata. The extreme caution should be taken during construction to ensure that all footings bear in engineered fill or native undisturbed stiff low plasticity silty clay/gravelly silt. It is recommended that under no conditions the footing should be placed on old fill since the consolidation characteristics can not be predicted and unacceptable settlements of footings may result. Loose or disturbed materials should be removed from the footing excavation prior to placement of concrete. Hand cleaning may be required to prepare an acceptable bearing surface. The foundation sub-grade excavation should be protected from the ingress of free water, resulting in the softening of the soil. The footing must not be placed on fill, organic, disturbed soil. Bearing soil



that becomes loose, or softened must be removed and replaced with concrete, or the foundation sub-grade should be extended to reach soil in an unaffected condition. It should be noted that the recommended bearing capacities have been calculated by GEOCRUST from the in-situ standard penetration test for the design stage only. Alternatively, various methods can be used to improve the bearing capacity of soil below foundation level (Raft foundation/Spread footing). If soft/loose/wet conditions/inadequate bearing capacity of foundation soil encountered at footing elevation of the proposed structure, it is recommended improving the bearing capacity of soil below foundation level (mat foundation/Spread footing). Sub-excavation excavation should be required at least 1.0m below design footing sub-grade and filled with 50mm size crushed washed rock (free from fine material) to design footing sub-grade. It is anticipated that the shallow foundation system using present recommended method to achieve bearing capacity would be slightly expensive in comparison to conventional footing on native soil with inadequate bearing capacity.

5.3.2 BEARING CAPACITY AND SETTLEMENT On basis of findings of subsoil characteristics, conventional shallow mat foundation system or deep foundation system (Micro piles) can be adopted for proposed wind turbine tower development. On the basis of the idealized subsurface ground model, it is recommended to place foundations at a minimum depth of 2.5m depth in the on native undisturbed stiff gravelly silt/silty gravel or highly to slightly weathered rock. The top soil plus residual soil mix is underlain by bedrock of different weathering grade at study site. The following bearing capacity was calculated based on available standard penetration value of soil, strength of rock based our borehole logs and rock quality designation value of bed rock data, ideal subsurface profile and estimated engineering parameters of each soil/rock types.

Table 4: Calculation of Allowable Bearing Pressure / Factored Geotechnical Resistance without ground improvement for shallow foundation system

The above figures are conservatively based on a factor of safety 3 with usual settlement tolerances (25mm). If residual soil encountered at foundation sub-grade has high swelling and shrinkage potential (high plasticity materials) so that footing must be placed below the zone of high moisture fluctuations strata. In our analysis, it is considered that the highly to moderately weathered moderately strong to strong rock underlying the residual soil is relatively incompressible in comparison to residual soil.

Location of Borehole

Depth (m) Geotechnical Resistance at Serviceability Limit State: (SLS) / Allowable Bearing Pressure( kpa) with Factor of Safety 3 with settlement tolerance 25mm

BH-A 1.5 2.5 4.5

120 30

800 BH-B 2.5

3.20 150 800

BH-C 1.0 2.6 4.1

40 100 150

BH-D 1.8 900



However, it is important to note that the allowable bearing pressure may be reduced by the presence of weak layers, discontinuities, or where the rocks are weathered, decomposed, heavily shattered or steeply dipping, subject to actual ground condition. Therefore, it is important that all bearing surfaces must be inspected and approved by our geotechnical engineer prior to confirm soil conditions/origin of soil and bearing pressures as anticipated in design.

5.4 EXCAVATIONS AND GROUNDWATER CONTROL Normal excavation practice is applicable at this site, namely vertical cut for 1.2m and 45 degree side slopes for deeper trench for stability purposes. Construction of foundation may require some excavation into strong rock (such as boulder or bed rock) by means of powerful hydraulic hammers. Temporary surcharge load such as stocks of material or heavy equipment should be kept back from excavation faces a distance equal to at least one-half the excavation depth.

Groundwater condition was observed in the end of borehole drilling below existing ground level. In all cases, the excavation must comply with the Occupational Health and Safety Regulations Act of the Country. Adequate protection against sloughing of soils should be provided for worker and inspector entering the excavation.

5.5 BACKFILL AND COMPACTION OF FILL On site native soil would be suitable for use of footing backfill. Backfill must consist of low to medium plastic inorganic imported soil. All engineered back fill placed adjacent to and above the wind turbine tower foundation should be compacted to at least 98% of the SPMDD and is suitable moisture content (±2% of Optimum Moisture Content). The compaction should be accomplished by placing the fill in about 200mm loose lift and mechanically compacting each lift to at least the specified minimum dry density. Field density tests should be performed on each lift as necessary to insure that adequate moisture conditioning and compaction is being achieved. Compaction by flooding is not considered acceptable. This method will generally not achieve the desired compaction and the large quantities of water will tend to soften the foundation soil. As per standard practice, field review of backfill and compaction fill inspection shall be required by the registered professional geotechnical engineer.

5.6 SURFACE DRAINAGE As a primary drainage measure, surface grading of the proposed development should be provided in order to drain away from the structure and prevent surficial erosion and infiltration into the foundation soil. A minimum 5% slope should be provided for a distance of 3.0m (minimum) from the structure. In general, water should not be allowed to accumulate next to the foundation. The upper 0.6m of the backfill around the structure should consist of compacted non expansive clay should be placed to act as seal against the ingress of surface runoff water.



5.7 INSPECTION AND MONITORING Geotechnical aspects of foundation construction and/or installation, and fill placement should be monitored by a registered geotechnical engineer’s representative. All geotechnical recommendations presented in this report are based on the assumption that a qualified contractor shall be hired to carry out the work. The adequate level of inspection shall be provided during construction in accordance with standard practice requirements. Recommendations presented in this report may not be valid if an adequate of inspection is not provided during construction, or if any relevant codes are no met. At least the following activities should be monitored and certified by the geotechnical personnel:

All surfaces to receive fill should be inspected prior to fill placement to verify that no pockets loose/soft, or otherwise unsuitable material were left in place, and that the sub-grade is suitable for structural fill placement. All fill placement operations should be monitored by this office. Field compaction control testing should be performed regularly and in accordance with the applicable specification to be issued by the geotechnical engineer. The shallow/deep foundation (pile) should be inspected by professional registered geotechnical engineer for adequate design bearing surfaces material prior to concrete placement.

6.0 CONCLUSIONS

An investigation consists of four exploratory rotary corehole drilling & in-situ test was

undertaken on the proposed site. For the purpose of foundation design, the subsoil ground profile is presented on the basis of

the stringent case as follows: At BH-A Site

0.0-0.40m: Top soil; 0.40-4.50m: Soft to firm Silty Gravel/Gravelly Silt (Residual soil) plus Completely weathered very weak rock mixture, SPT (N-Value) varies from 3-Refusal; 4.50-6.00m: Moderately strong to strong with occasional thin weak layers BASALT, moderately weathered with occasional highly weathered, RQD varies from 0-60%, estimated unconfined compressive strength of 10-30Mpa.

At BH-B Site 0.0-3.10m: Stiff to firm Silty Gravel/Gravelly Silt (Residual soil) with slight weathered basalt rock (? Boulder) in matrix of silty gravel / gravelly silt, SPT (N-Value) varies from 18-Refusal; 3.10-6.00m: Strong with occasional thin weak layers BASALT, moderately weathered with occasional highly weathered, RQD varies from 50-60%, estimated unconfined compressive strength of 10-50Mpa.

At BH-C Site 0.0-0.30m: Top soil; 0.30-6.00m: Soft to stiff Silty Gravel/Gravelly Silt (Residual soil) plus Completely weathered very weak rock mixture, SPT (N-Value) varies from 4-15;

At BH-D Site 0.0-0.40m: Top soil; 0.40-1.80m: Medium dense to dense Soft to firm Silty Gravel/Gravelly Silt (Residual soil) plus moderately weathered moderately basalt rock mixture (? Boulder), SPT (N-Value) Refusal; 1.80-6.00m: Strong to moderately strong with occasional thin weak layers



BASALT plus AGGLOMERATE Mixture Rock, slightly to moderately weathered with occasional highly weathered, RQD varies from 30-90%, estimated unconfined compressive strength of 10-50Mpa.

On basis of findings of subsoil characteristics, conventional shallow (Mat)/Deep foundation system foundation system can be adopted for proposed wind turbine structure.

The maximum allowable bearing capacity as per Table 4 (Section 5.3.2) at various depths may be used for the design of shallow footings within existing native undisturbed residual soil/undisturbed rock.

Groundwater was encountered to maximum exploration depth (Refer Table 2, Section 3). It is recommended that during foundation construction works, it is important that all bearing

surfaces must be inspected and approved by our geotechnical engineer prior to confirm subsoil conditions/origin of soil/strength of rock and bearing pressures as anticipated in design.

Construction of foundation may or may not require some excavation in strong rock by means of powerful hydraulic hammers.

There are no visible signs of large scale slope instabilities observed in the vicinity of the project site. It must be noted that the above should be considered as a guideline and the required analysis should be carried out by design engineer.

7.0 REFERENCES

British Standard Institution (1999). Code of Practice for Site Investigation: BS 5930, British Standard Institution, London. British Standard Institution (1990). Methods of Test for Soil for Civil Engineering Purposes: BS 1377, British Standard Institution, London. British Standard Institution (1986). Code of Practice for Foundations: BS 8004, British Standard Institution, London. ISRM. Standard of Rock Characterisation Testing and Monitoring (E.T.BROWN). Tomlinson, M.J. Foundation Design and Construction, sixth Edition Bowles, Joseph, Foundation Design & Analysis, fifth Edition. Canadian Foundation Engineering Manual (4th Edition, 2006) Quarterly Journal of Engineering Geology (1995). The Working Party Report the description and classification of weathered rocks for engineering purposes Geological Society Engineering Group, Vol. 28, P 207-242. Geological Society of London. Giorgi, Loicc (1999). Carte Geologiue au 1:50000 Schema hydrogeologique, Mauritius. Parish, D.H. (1965). Notes on the1:100000 Soil Map of Mauritius. Published by MSRI, Mauritius.



8.0 CLOSURE This report has been prepared for the exclusive use of PAD & CO. LTD. and their representatives for specific application to the area described within this report. The material contained in this report reflects our best judgment in the light of the information and subsoil engineering properties available at the time of the report preparation. This report was prepared using standard care and skill in accordance with generally accepted geotechnical engineering principles and practices. We trust that this report is self explanatory. We appreciate the opportunity of providing this service for you. If you have any questions concerning this report, please do not hesitate to contact this office. Respectfully Submitted, GEOCONSUL LTEE Prepared by Mr. Shiva Vancharla B.Eng, M.Tech Geotechnical Engineer GEOCRUST LTD.

Reviewed by Chandra Acharya, M.ASc., M.Tech., CESA, P.Eng. Senior Geotechnical Engineering Specialist Registered Professional Engineer of Mauritius (ID. 1202) Professional Engineer of Canada (ON, AB, BC, SK) GEOCRUST LTD. October 20, 2012

Enclosures: Appendix A to B

Appendix A

Geotechnical Investigation for proposed Wind Turbine project at Mare Aux Vacoas, Mauritius

Figures-Drawing: Location of project site-Vicinity Map; Land use Map; Geological Map; Soil Map of Project Site; and Google Location Map with Boreholes at proposed locations.

Figure 1: Site Location Map of the Project Site, Mauritius

Project : Geotechnical Investigation for Proposed Wind Turbine Project at Mare Aux Vacoas, Mauritius

Scale: As Shown

Location of Present Study

Site

CLIENT: PAD & CO LTD.

PREPARED BY: GEOCRUST LTD-CONSULTING GEOTECHNICAL

ENGINEERS FOR GEOCONSUL LTEE

Figure 2 : Landuse Map of the Project

Site



PREPARED BY: GEOCRUST LTD-CONSULTING GEOTECHNICAL ENGINEERS FOR GEOCONSUL LTEE

Approximate Location of

Present Study Site for future Wind Turbine

Project

Figure 3: Regional Geological map of Project Site

(Not to the scale – scanned from Carte Geologiue au 1:50000 scheme

hydrogeologiue, Mauritius.Giorgi Loicc 1999)



PREPARED BY: GEOCRUST LTD-CONSULTING GEOTECHNICAL ENGINEERS

FOR GEOCONSUL LTEE

Approximate Location of Project Site - Recent Volcanic & Intermediate Formation

Figure 4 :Soil map of Project Site (Source: 1:100000 Soil Map of Mauritius .MSRI Publication – Parish D. H & Feillafe S.M, 1965)

Scale: As Shown



PREPARED BY: GEOCRUST LTD-CONSULTING GEOTECHNICAL

ENGINEERS FOR GEOCONSUL LTEE

Location of Project Site- Latosolic Brown Forest Soil

& Humic Latsols

Project : Geotechnical Investigation for Proposed Wind Turbine Project at Mare Aux

Vacoas, Mauritius


PREPARED BY: GEOCRUST LTD-CONSULTING GEOTECHNICAL ENGINEERS FOR GEOCONSUL

LTEE

Figure 5: Approximate Location of Rotary Corehole Drilling at Proposed Development Site-

Aerial view of the Project Site

Location of Present Study Site

Legend: Approximate Location of Rotary Corehole Drilling Site

Appendix B

Legends, Terms and Symbols used in accordance With BS5930 + A2 2010; and Geotechnical Log of Boreholes and Core Photographs.


LEGENDS FOR SYMBOLIC LOG Silt x x x

x x x

Basalt (Strong, Slight Weathered)

VVV VVV

Clay - - -

- - -

Moderately Weak to moderately strong (MW-MS) , BASALT, moderately to highly weathered (MW-HW),

vvv vvv

Sand ……. ……..

Moderately weak to moderately strong (MW-MS) BASALT PLUS PYROCLASTIC material. moderately to highly weathered (MW-HW),

v++v v++v

Gravel 0 0 0 0000

Very Weak to weak (VW-W), BASALT PLUS AGGLOMERATE mixture, completely weathered (CW) to residual grade

v++v OOO

Silty Gravel X0x0 X0x0

Clayey Silt x-x-x x-x-x

Top Soil

Water Level

Uncontrolled Fill

NI Non-Intact

SPT(N) Standard Penetration Test(SPLIT SPOON)

SPT(SC) Standard Penetration Test(SOLID CONE)

Logged By & Reviewed By: SV& CA Collar Coordinates: Not Available

Date of Logged: September 28, 2012 Collar Elevation (m): -Not Available

Date of Photograph: September 27, 2012 Drilling Rig: APAFOR 450 Drilled By: FO

Location: Mare Aux Vacoas Drilling Started: September 27, 2012 Dia. Of Hole: 114mm

Drilling Method: Rotary Core using HMLC Drilling Completed: September 27, 2012 Depth: 6.00m

Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m

STRATA DESCRIPTIONS (Soil / Rock)

Ele

vati

on

(m

) fr

om

G

ou

nd

Lev

el (

GL

)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)

0.0 EXISTING GROUND LEVEL 0.00.1 0.1 x.o.o.x0.2 0.2 x.o.o.x0.3 0.3 x.o.o.x0.4 0.4 x.o.o.x0.5 0.5 x.o.o.x0.6 0.6 x.-.-.x0.7 0.7 x.-.-.x0.8 0.8 x.o.o.x0.9 0.9 x.-.-.x1.0 D 60 0 0 NA 1.0 x.-.-.x1.1 N 1.1 x.o.o.x1.2 1.2 x.-.-.x1.3 SPT-1 1.3 x.-.-.x1.4 1.4 x.o.o.x1.5 12 1.5 x.-.-.x1.6 1.6 x.-.-.x1.7 1.7 x.o.o.x1.8 1.8 x.-.-.x1.9 1.9 x.-.-.x2.0 NA 2.0 x.o.o.x

2.1 2.1 x.-.-.x2.2 2.2 x.-.-.x2.3 2.3 x.o.o.x2.4 2.4 x.-.-.x2.5 D 80 0 0 2.5 x.-.-.x

2.6 N 2.6 x.o.o.x2.7 2.7 x.-.-.x2.8 SPT-2 2.8 x.-.-.x2.9 2.9 x.o.o.x3.0 D 3 NA 3.0 x.-.-.x

3.1 3.1 x.-.-.x3.2 3.2 x.o.o.x3.3 3.3 x.-.-.x3.4 3.4 x.-.-.x3.5 3.5 x.o.o.x

3.6 3.6 x.-.-.x3.7 3.7 x.-.-.x3.8 3.8 x.o.o.x3.9 3.9 x.-.-.x4.0 D 90 0 0 NA 4.0 x.-.-.x

4.1 4.1 x.o.o.x4.2 4.2 x.-.-.x4.3 4.3 x.-.-.x4.4 4.4 x.o.o.x4.5 D 80 0 0 4.5 x.-.-.x

4.6 SPT-3 RF 4.6 vvv4.7 4.7 vvv4.8 4.8 vvv4.9 4.9 vvv5.0 NA 5.0 vvv5.1 5.1 vvv5.2 5.2 vvv5.3 5.3 vvv5.4 5.4 vvv5.5 5.5 vvv5.6 5.6 vvv5.7 5.7 vvv5.8 5.8 vvv5.9 5.9 vvv6.0 W 100 90 60 4 6.0 vvv

(Continued in Next Page)

Sheet: 1 OF 2

CLIENT:PAD & CO LTD

Consulting Geotechnical Engineers & Geoscientists

GEOTECHNICAL INVESTIGATION FOR PROPOSED WIND TURBINE PROJECT AT MARE AUX VACOAS, MAURITIUS

COREHOLE LOGGING: BH-A

Geotechnical Drilling Contractor

Prepared By

BH-A

Sheet: 1 / 2

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

End of Corehole BH-A @ 6m.

0.00 - 0.40m Medium dense, brownish SILTY GRAVEL, occasional cobble with plant roots (TOP SOIL).

4.50 - 6.00m Strong to moderately strong (S) with occasional weak layer, light grey to light purple with discolourations, fine grained, highly vesicular to non-vesicular BASALT ROCK, moderately weathered with occasional highly weathered layers (SW-MW), 2 sets of joint sets dipping @ 0-45 degree & 60-90 degree, very close to medium wide joint spacing, joint surface rough to smooth with occassional yellow stained.

0.40 - 4.50m Stiff to soft, dark orangish brown to yellowish brown colour, SILTY GRAVEL/GRAVELLY SILT (RESIDUAL SOIL) with some to trace of clay cobbles from basalt to Completely weathered rock mixture.

Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Ele

vati

on

(m

) fr

om

G

ou

nd

Lev

el (

GL

)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)

CONTINUED FROM PREVIOUS PAGE

RemarksEND OF COREHOLE

Sheet: 2 / 2

27-Sep-12 6 4.50 0.93

Casing (m) Water Level (m)

Notes 1. D stands for dry coring 2. W stands for water used a drilling media3. N/A : Not applicable4. Open hole drilling:0.50-6.00m (No casing) & Casing=0.00-0.50 m (HX Casing).5. RF=Refusal, SPT blow count, when full penetration of 450mm is not achieved. 6. N-SPT blow count to achieve penetration of 300mm.

BH-A

7. No Piezometer Installed. 8. NI: NON INTACT

COREHOLE LOGGING: BH-A

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

CLIENT: PAD & CO LTD



Date Depth (m)


Prepared By


PREPARED BY: GEOCRUST LTD – CONSULTING GEOTECHNICAL ENGINEERS & GEOSCIENTISTS ON BEHALF OF GEOCONSUL LTEE


COREPHOTOGRAPHSBH-A/ Page 1 of 1

COREHOLE (BH-A) Depth : 0.00 – 6.00m

END OF COREHOLE BH-A AT 6.00 M


Date of Logged: September 28, 2012 Collar Elevation (m): Not Available




Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Elev

atio

n (

m)

from

Gou

nd

Leve

l (G

L)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)

0.0 EXISTING GROUND LEVEL 0.00.1 0.1 x.o.o.x0.2 0.2 x.o.o.x0.3 0.3 x.o.o.x0.4 0.4 x.o.o.x0.5 0.5 x.o.o.x0.6 D 50 0 0 0.6 x.o.o.x0.7 SPT-1 RF 0.7 vvv0.8 0.8 vvv0.9 0.9 vvv1.0 NA 1.0 vvv1.1 1.1 vvv1.2 1.2 vvv1.3 1.3 vvv1.4 1.4 vvv1.5 1.5 vvv1.6 1.6 vvv1.7 1.7 vvv1.8 1.8 vvv1.9 1.9 vvv2.0 W 100 100 75 NA 2.0 vvv2.1 2.1 x.o.o.x2.2 2.2 x.o.o.x2.3 2.3 x.o.o.x2.4 2.4 x.o.o.x2.5 2.5 x.o.o.x

2.6 W 50 30 0 2.6 x.o.o.x2.7 2.7 x.o.o.x2.8 2.8 x.o.o.x2.9 SPT-2 18 2.9 x.o.o.x3.0 NA 3.0 x.o.o.x

3.1 3.1 x.o.o.x3.2 3.2 vvv3.3 3.3 vvv3.4 3.4 vvv3.5 3.5 vvv3.6 3.6 vvv3.7 3.7 vvv3.8 3.8 vvv3.9 3.9 vvv4.0 NA 4.0 vvv4.1 4.1 vvv4.2 4.2 vvv4.3 4.3 vvv4.4 4.4 vvv4.5 4.5 vvv4.6 4.6 vvv4.7 W 100 100 50 4.7 vvv4.8 4.8 vvv4.9 4.9 vvv5.0 6 5.0 vvv5.1 5.1 vvv5.2 5.2 vvv5.3 5.3 vvv5.4 5.4 vvv5.5 5.5 vvv5.6 5.6 vvv5.7 5.7 vvv5.8 5.8 vvv5.9 5.9 vvv6.0 W 100 100 60 4 6.0 vvv

(Continued in Next Page) BH-B

Sheet: 1 / 2

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

End of Corehole BH-B @ 6m.

Sheet: 1 OF 2

CLIENT:PAD & CO LTD



COREHOLE LOGGING: BH-B


Prepared By

3.10 - 6.00m Strong (S) with occasional weak layer, light grey to light purple with discolourations, fine grained, highly vesicular to non-vesicular BASALT ROCK, moderately weathered with occasional highly weathered layers (MW), 2 sets of joint sets dipping @ 0-45 degree & 60-90 degree, close to wide joint spacing, joint surface rough to smooth with occassional yellow stained.

0.0 - 3.10m Stiff to firm, yellowish to orangish brown colour, SILTY GRAVEL (RESIDUAL SOIL) with some to trace of clay cobbles from basalt to slight weathered basalt rock (? boulder) in the matrix of stiff to firm silty gravel/gravelly silt.

Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Ele

vati

on

(m

) fr

om

G

ou

nd

Lev

el (

GL

)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)






Date Depth (m)


Prepared By

BH-B


COREHOLE LOGGING: BH-B

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

Sheet: 2 / 2

27-Sep-12 6 2.60 1.02






COREPHOTOGRAPHSBH-B/ Page 1 of 1

COREHOLE (BH-B) Depth : 0.00 – 6.00m

END OF COREHOLE BH-B AT 6.00 M


Date of Logged: September 29, 2012 Collar Elevation (m): Not Available




Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Elev

atio

n (

m)

from

Gou

nd

Leve

l (G

L)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)

0.0 EXISTING GROUND LEVEL 0.00.1 0.1 x.o.o.x0.2 0.2 x.o.o.x0.3 0.3 x.o.o.x0.4 0.4 x.o.o.x0.5 0.5 x.-.-.x0.6 0.6 x.o.o.x0.7 0.7 x.-.-.x0.8 0.8 x.-.-.x0.9 0.9 x.o.o.x1.0 NA 1.0 x.-.-.x1.1 D 50 0 0 1.1 x.-.-.x1.2 N 1.2 x.o.o.x1.3 1.3 x.-.-.x1.4 SPT-1 1.4 x.-.-.x1.5 1.5 x.o.o.x1.6 4 1.6 x.-.-.x1.7 1.7 x.-.-.x1.8 1.8 x.o.o.x1.9 1.9 x.-.-.x2.0 NA 2.0 x.-.-.x

2.1 2.1 x.o.o.x2.2 2.2 x.-.-.x2.3 2.3 x.-.-.x2.4 2.4 x.o.o.x2.5 2.5 x.-.-.x

2.6 D 80 0 0 2.6 x.-.-.x2.7 N 2.7 x.o.o.x2.8 2.8 x.-.-.x2.9 SPT-2 2.9 x.-.-.x3.0 NA 3.0 x.o.o.x

3.1 11 3.1 x.-.-.x3.2 3.2 x.-.-.x3.3 3.3 x.o.o.x3.4 3.4 x.-.-.x3.5 3.5 x.-.-.x

3.6 3.6 x.o.o.x3.7 3.7 x.-.-.x3.8 3.8 x.-.-.x3.9 3.9 x.o.o.x4.0 NA 4.0 x.-.-.x

4.1 D 90 0 0 4.1 x.-.-.x4.2 N 4.2 x.o.o.x4.3 4.3 x.-.-.x4.4 SPT-3 4.4 x.-.-.x4.5 4.5 x.o.o.x

4.6 15 4.6 x.-.-.x4.7 4.7 x.-.-.x4.8 4.8 x.o.o.x4.9 4.9 x.-.-.x5.0 NA 5.0 x.-.-.x

5.1 5.1 x.o.o.x5.2 5.2 x.-.-.x5.3 5.3 x.-.-.x5.4 5.4 x.o.o.x5.5 5.5 x.-.-.x

5.6 5.6 x.-.-.x5.7 5.7 x.o.o.x5.8 5.8 x.-.-.x5.9 5.9 x.-.-.x6.0 D 80 0 0 NA 6.0 x.o.o.x

(Continued in Next Page) BH-C

Sheet: 1 / 2

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

End of Corehole BH-C @ 6m.

Sheet: 1 OF 2

CLIENT:PAD & CO LTD



COREHOLE LOGGING: BH-C


Prepared By

0.00 - 0.30m Medium dense, brownish SILTY GRAVEL, occasional cobble with plant roots (TOP SOIL).

0.30 - 6.00m Soft to stiff, dark orangish brown to yellowish brown colour, SILTY GRAVEL/GRAVELLY SILT (RESIDUAL SOIL) with some to trace of clay cobbles from basalt to Completely weathered rock mixture.

Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Ele

vati

on

(m

) fr

om

G

ou

nd

Lev

el (

GL

)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)






Date Depth (m)


Prepared By

BH-C


COREHOLE LOGGING: BH-C

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

Sheet: 2 / 2

28-Sep-12 6 4.10 Dry






COREPHOTOGRAPHSBH-C/ Page 1 of 1

COREHOLE (BH-C) Depth : 0.00 – 6.00m

END OF COREHOLE BH-C AT 6.00 M


Date of Logged: September 29, 2012 Collar Elevation (m):Not Available




Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Ele

vati

on

(m

) fr

om

G

ou

nd

Lev

el (

GL

)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)

0.0 EXISTING GROUND LEVEL 0.00.1 0.1 x.o.o.x0.2 0.2 x.o.o.x0.3 0.3 x.o.o.x0.4 0.4 x.o.o.x0.5 0.5 x.o.o.x0.6 0.6 x.o.o.x0.7 0.7 x.o.o.x0.8 0.8 x.o.o.x0.9 0.9 x.o.o.x1.0 D 60 0 0 NA 1.0 x.o.o.x1.1 SPT-1 RF 1.1 vvv1.2 1.2 vvv1.3 1.3 vvv1.4 1.4 vvv1.5 1.5 vvv1.6 1.6 vvv1.7 1.7 vvv1.8 1.8 vvv1.9 1.9 vvv2.0 W 100 100 40 7 2.0 v+v2.1 2.1 vvv2.2 2.2 v+v2.3 2.3 v+v2.4 2.4 vvv2.5 2.5 v+v2.6 2.6 v+v2.7 2.7 vvv2.8 2.8 v+v2.9 2.9 v+v3.0 W 100 100 90 3 3.0 vvv3.1 3.1 v+v3.2 3.2 v+v3.3 3.3 vvv3.4 3.4 v+v3.5 3.5 v+v3.6 3.6 vvv3.7 3.7 v+v3.8 3.8 v+v3.9 3.9 vvv4.0 W 100 100 90 3 4.0 v+v4.1 4.1 v+v4.2 4.2 vvv4.3 4.3 v+v4.4 4.4 v+v4.5 4.5 vvv4.6 4.6 v+v4.7 4.7 v+v4.8 4.8 vvv4.9 4.9 v+v5.0 W 100 100 30 >9 5.0 v+v5.1 5.1 vvv5.2 5.2 v+v5.3 5.3 v+v5.4 5.4 vvv5.5 5.5 v+v5.6 5.6 v+v5.7 5.7 vvv5.8 5.8 v+v5.9 5.9 v+v6.0 W 100 100 30 5 6.0 vvv

(Continued in Next Page) BH-D

Sheet: 1 / 2

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

End of Corehole BH-D@ 6m.

Sheet: 1 OF 2

CLIENT:PAD & CO LTD



COREHOLE LOGGING: BH-D


Prepared By

0.00 - 0.40m Loose to medium dense, brownish SILTY GRAVEL, occasional cobble with plant roots (TOP SOIL).

0.40 - 1.80m Medium dense to dense, brown to purple colour, SILTY GRAVEL (RESIDUAL SOIL) with some cobbles from basalt plus moderately to highly weathered basalt rock (? boulder) in the matrix of stiff to firm silty gravel/gravelly silt.

1.80 - 6.00m Strong to moderately stromg (S) with occasional weak layer, light grey to light purple with discolourations, fine grained, rarely vesicular to non-vesicular BASALT PLUS AGGLOMERATE ROCK, slightly to moderately weathered with occasional highly weathered layers (MW), 2 sets of joint sets dipping @ 0-45 degree & 60-90 degree, close to wide joint spacing, joint surface rough to smooth with occassional yellow stained.

Cas

ing

Siz

e an

d P

rogr

ess

Dep

th (

m)

Dril

ling

Run

& F

luid

use

d fo

r dr

illin

g

Pen

etra

tion

Tim

e (m

in)

Per

Run

Tot

al C

ore

Rec

over

y T

CR

(%

)

Sol

id C

ore

Rec

over

y S

CR

(%

)

Roc

k Q

ualit

y D

esig

natio

n (R

.Q.D

%)

In-s

itu T

est

(SP

T/P

erm

eabi

lity

Tes

t)

Sam

ples

for

Labo

rato

ry

Tes

t

Fra

ctur

e F

requ

ency

per

m


Ele

vati

on

(m

) fr

om

G

ou

nd

Lev

el (

GL

)

Sym

bo

lic L

og

Sta

nd

pip

e P

iezo

met

er(i

f an

y)






Date Depth (m)


Prepared By

BH-D


COREHOLE LOGGING: BH-D

Dow

nhol

e D

rillin

g D

epth

(m

)

Ch

ang

e o

f S

trat

a (m

) fr

om

Exi

stin

g G

L

Sheet: 2 / 2

27-Sep-12 6 1.00 0.66






COREPHOTOGRAPHSBH-D/ Page 1 of 1

COREHOLE (BH-D) Depth : 0.00 – 6.00m

END OF COREHOLE BH-D AT 6.00 M

1-COVERPAGE for PAD CO WIND ENERGY REV CA...

Documents

Transcript of 1-COVERPAGE for PAD CO WIND ENERGY REV CA...