geotechnical investigation, part 1, dredging nassau harbour … 1 - draft formal report.pdf ·...

Trow

Geotechnical Investigation, Part 1, Dredging

Nassau Harbour Port Improvement Project

Prepared for:

Ministry of Works and Transport Government of the Bahamas

Trow International Inc.

This report was prepared by Trow Associates Inc. for the exclusive use of Ministry of Works and Transport, Government of the Bahamas and may not be reproduced in whole or in part, or used or relied upon in whole or in part by any party other than Ministry

of Works and Transport, Government of the Bahamas for any purpose whatsoever without the express permission of Ministry of Works and Transport, Government of the Bahamas in writing.

56 Queen Street East, Suite 301 INTL00302101A Brampton, Ontario L6V 4M8 August 8, 2008 Telephone: (905) 796-3200 Facsimile: (905) 793-5533

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Geotechnical Investigation, Part 1, Dredging Nassau Harbour Port Improvement Project The Bahamas INTL00302101A

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Table of Contents

1. Summary 1

2. Introduction 3

3. Terms of Reference 4

4. Procedure 6

5. Interpretation of Factual Information 8 5.1 Correlation of Point Load Test Results with the Unconfined Compression

Strength ....................................................................................................................8 5.2 Impact on Strength of Soaking Bedrock Cores........................................................8 5.3 Bedrock Descriptions in Borehole Logs ..................................................................8

6. Geology and Subsurface Conditions 10 6.1 Geology of the Bahamas........................................................................................10 6.2 Subsurface Conditions in the Areas to Dredged ....................................................11 6.3 Subsurface Conditions near the Proposed Mooring Dolphins...............................14

7. Dredging Conditions 16

Tables Table No. 1 ........................................................ Clark and Walker Classification System

Table No. 2 ............................................. Classification of Rock with Regard to Strength Table No. 3 .................Classification of Rock with Regard to Spacing of Discontinuities Table No. 4 ........................................Classification of Rock with Regard to RQD-Value Table No. 5 ............................................................................. Bedrock Core Test Results

Drawings Dwg. No. 1 Borehole Location Plan Dwgs. No. 2 to 19 Borehole Logs Dwgs. No. 20 to 24 Grain Size Distribution Plots

Appendices Appendix A: Photographs of Bedrock Cores

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1. Summary Trow International Inc.. was authorized to proceed with the geotechnical investigation for the proposed dredging of Nassau Harbour in the Bahamas and for the installation of three mooring dolphins of the ends of piers at St. Georges Wharf by means of receipt of a mobilization payment on April 17, 2008.

The fieldwork consisted of drilling and sampling 15 boreholes to 5 feet below the proposed dredge grades of El. -38 feet MLWS inside the harbour and El. -40 feet in the entrance channel plus three boreholes to El. -100 feet at or near the location of the mooring dolphins. The overburden and the upper levels of the bedrock were sampled by carrying out Standard Penetration Resistance tests and obtaining split barrel samples. Where possible, the bedrock was cored. After providing surficial samples for environmental testing, soil samples were retained for moisture content and grain size distribution testing. The bedrock core was logged and samples were selected for strength testing by means of unconfined compression and point load tests.

The point load test results were correlated with the unconfined compression test results on the same length of core in the laboratory in the as received condition. It was determined that the correlation multiplication factors are 9 and 12 for the shallow and deep bedrock respectively. Point load tests on as received cores and the same core run soaked for at least 24 hours in artificial seawater indicated that differences in strength due to sample preparation are significantly less than differences in the natural strength of the bedrock on the same core run.

The site is located in the Bahamas Archipelago, which is a group of islands, discontinuous sand bars and coral reefs. The upper sediments consist of oolitic sands, aragonite sands, eroded coral and a relatively porous calcareous limestone. The upper portions of the limestone consist of fairly thin layers, strata and lenses of debris. This debris exists in the form of broken coral, flinty chert inclusions, distinct calcite or aragonite crystals or nodule-like inclusions of other limestone formations. Additionally, there are fossils of small marine animals and distinct shell inclusions.

In the areas to be dredged, there are insignificant thicknesses of overburden outside the harbour and zero to 14 feet of very loose to loose calcareous sand over the bedrock elsewhere. Immediately below the overburden, calcareous limestone bedrock was encountered at Elevations -7.5 to -25.1 feet MLWS except where it had been previously dredged deeper. The geotechnical properties of the bedrock are variable both vertically and laterally from borehole to borehole. The upper portions of this bedrock have the consistency of very soft to hard soil. Corable bedrock was not observed above the proposed dredge grades in six boreholes and it was encountered at Els. -12.0 to -24.0 feet in the other 10 boreholes. In general, the uncorable bedrock is predominant to lower levels in the east part

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of the harbour, although it is present to below the proposed dredge grades at some locations elsewhere.

The corable bedrock above the proposed dredge grades is frequently vuggy and contains shell fragments. In four of the boreholes, fair to excellent quality, very weak to strong bedrock with joint spacing ranging from extremely close to wide was encountered near the top of the corable bedrock. The quality and strength of the bedrock decrease below this layer and above the proposed dredge grades. In the remaining 7 corable boreholes in the dredging area, the bedrock quality and strength is generally better near its upper surface than at depth.

The bedrock at the mooring dolphins is extremely weak above El. -57.5 feet at the north west location dipping to El. -73.7 feet in the east location. Below these levels it is generally interlayered weak and extremely weak material. Below El. -86 feet, there is a 10 to at least 14 feet thick layer of fair to excellent quality, strong to weak bedrock with very close to wide joint spacing. Extremely weak bedrock was encountered below this stronger layer at Els. -96 to -99 feet at the west mooring dolphins.

It is expected that the dredging contractors will make their own decisions about the suitable dredging equipment for the conditions at the site based on the available information, additional investigation, if required, and their own requirements and experience. The boreholes did not delineate specific areas where different dredging conditions could be readily defined. The sand overburden should be easy to dredge The upper calcareous limestone bedrock that was not cored and most of the corable bedrock is expected to be dredgeable with suitably equipped dredgers, such as suction dredgers with rock cutters. However, there are zones, where the bedrock is stronger and the joint spacing wider.

If suction dredges are employed, it is expected that the solids in the form of silty sand to sandy silt will settle out in stilling ponds and the water reach an acceptable turbidity for disposal offshore within one to two days. If it does not, there are a number of remedies that may be considered. Accurate estimates of bulking factors can best be obtained from trials before or shortly after the start of the dredging. For preliminary estimating purposes, it is suggested that bedrock excavated with a suction dredge be assumed to have a bulking factor of 1.3 and with equipment, which leaves the bedrock more intact, a bulking factor of 1.2. The bulking factor for the sand overburden can be assumed to be unity.

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2. Introduction On April 17, 2008, Trow International Inc. was authorized to proceed with the geotechnical investigation for the Consulting Engineering Services for the Nassau Harbour Dredging & Mooring Dolphins Project for the Government of the Bahamas, Ministry of Works & Transport by means of receipt of a mobilization payment.

The purpose of the investigation was to provide geotechnical data about the stratigraphy above the proposed dredge grades in the harbour and entrance channel to Nassau and for three proposed dolphins, which are planned at both ends of the northerly pier within Prince George Wharf and the west end of the middle pier. Additionally, geotechnical parameters were to be provided for the design of the mooring dolphins.

It is understood that the existing harbour and entrance channel are to be dredged to be larger in area at the same dredge grades as the current harbour to facilitate access by large cruise ships. This involves dredging both to the north and south of the existing harbour to -38 feet Mean Low Water Spring datum (MLWS) in the harbour and to -40 feet on both sides of the east portion of the entrance channel and on the south side outside the harbour. Drawing 1 provides a plan showing existing and porposed new dredge limits as well as borehole locations.

The proposed mooring dolphins will be located 300 feet off the ends of the piers to extend their effective length. Support for the dolphins, which are being considered, include:

• Large diameter vertical piles; • Smaller diameter vertical and batter piles; and • Steel sheet piles cells.

As well as the data obtained during this investigation, information from a previous investigation for the northerly pier at Prince George Wharf and associated dredging has been used to assess the geotechnical conditions in the area. This report is entitled “Nassau Harbour Expansion and Family Islands Harbour Improvements”, a geotechnical study written by Woods Engineering Consulting, Inc., dated August 17, 1989 (Woods Report). Because it is considered that discrepancies between the methods of description used in this report and the Woods Report might result in interpretive confusion, the borehole logs from the Woods Report are not included with this report.

The comments given in this report are intended only for the guidance of the design engineers. The number of boreholes required to determine the localized underground conditions between boreholes affecting construction costs, techniques, sequencing, equipment, scheduling, etc. would be much greater than has been carried out for design purposes. Contractors bidding on or undertaking the works should in this light, decide on their own investigations, as well as their own interpretations of the factual borehole results to draw their own conclusions as to how the subsurface conditions may affect them.

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3. Terms of Reference The terms of reference, as presented in the proposal for the project, dated November 2007, were to:

• Drill and sample 18 boreholes to 45 feet depth in four areas that had been identified to be dredged in the Request for Proposals by the Government of Bahamas, Ministry of Works & Transport and 3 boreholes to 100 feet depth for 3 mooring dolphins. The locations of the boreholes were to be by GPS methods. The elevations were to be established from tidal gauges.

• Soil samples were to be obtained at 2.5 feet intervals with a split barrel sampler undertaking Standard Penetration Tests (SPT). The bedrock was to be cored using HX size core barrels.

• The 2.5 to 4 feet depth samples were to be taken by procedures acceptable to the BEST Commission & Environmental Agencies and delivered to Blue Engineering for environmental testing.

• Soil Samples were to be stored in airtight containers.

• The site was to be visited by the project engineer in the early stages of the fieldwork to: review site conditions and drilling procedures and modify them, if required; meet with personnel of other members of the consortium and have discussions with Government geologists about the expected stratification at the site.

• Geotechnical laboratory testing would consist of: moisture contents on all soil samples; grain size distribution tests on one soil sample per borehole; and unconfined compression tests on two sections of bedrock per borehole.

• A report was to be produced that: included borehole logs showing SPT results; moisture contents; % core recovery and rock quality designation (RQD) of the bedrock cores; and soil and bedrock descriptions. It would also include: graphical presentation of the grain size distribution results, tabulation of the unconfined compression tests results; analysis of the dredgability of the materials above 40 depth; and provision of geotechnical engineering parameters for the mooring dolphins.

• The report was to be distributed to members of the consortium and the Government of the Bahamas, Ministry of Works & Transport for review and comment and would be finalized thereafter.

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• During production of the report, it was agreed that it would be presented in two parts: all the data obtained, interpretation of that data, and comments about the dredging aspects of the construction; and a subsequent addendum providing geotechnical parameters for the design of the mooring dolphins. This report covers the first part of the complete report.

After award of the contract to Cox & SHAL consultants, the areas to be dredged were revised to those shown in Drawing 1. The dredging depth within the harbour was decreased to being to -38 feet MLWS. Consequently, the total number of boreholes for the dredging was decreased to 15 with those within the harbour being drilled to a minimum level of -43 feet MLWS. The locations of these holes are shown in Drawing 1. Furthermore, because of cruise ship traffic, the boreholes for the mooring dolphins at the west end of the wharves (BH 4 and 5) could not be drilled at the exact location of the dolphins. Instead, they were positioned as close as possible, as shown in Drawing 1.

For reasons outside the control of Trow, the project manager, Mr. C. D. Thompson, was unable to visit the site during the drilling. Instead, he fulfilled all the functions of the site visit, with the exception of meetings with Government geologists, by very close communication with the Trow engineer on site and with Mr. T. Hluchan of SHAL Consulting Engineers Ltd. A senior geological engineer also visited the site on two occasions to fulfill these requirements.

This report is provided on the basis of the terms of reference and on the assumption that the design will be in accordance with applicable codes and standards. If there are any changes in the design features relevant to the geotechnical analyses, or if any questions arise concerning geotechnical aspects of the codes and standards, this office should be contacted to review the design. It may then be necessary to carry out additional borings and reporting before the recommendations of this office may be relied upon.

The scope of services described above is based upon a limited number of soil samples obtained from widely spaced subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations or other latent conditions do become evident, it may be necessary to reevaluate the scope of this report.

Consideration of the environmental conditions at the site was not part of the terms of reference for this investigation and is not commented on in the report.

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4. Procedure The fieldwork involved drilling and sampling 10 boreholes (BHs 1,3,6, 6 to 10 and 12 to 15) to approximately El. -43 feet MLWS, 5 boreholes (BHs 11, 14 and 16 to 18) to approximate El. -45 feet MLWS and 3 boreholes (BHs 2, 4 and 5) to El. -100 feet MLWS. The drilling and sampling was carried out by Toney Drilling Supplies, Inc. under the direction of Trow International Inc. between May 22 and June 9, 2008. The drilling was undertaken in hollow stem augers from a jack up barge using a CME 55 drill rig.

The sampling consisted of taking split barrel samples of the overburden and the weaker bedrock while performing Standard Penetration Tests. This sampling was carried out continuously in some boreholes to 5 feet intervals in others. Once it was considered that core could be recovered, the boreholes were advanced by coring with HQ3 wire line triple tube core barrels.

The boreholes were located using Garmin Global Positioning Systems (GPS) equipment. The boreholes were located on the grid for UTM Zone 18R. The elevations of the boreholes were established by measuring the depth of water at each borehole and the depth of the water surface below the top of the cope wall for the northerly pier at Prince George Wharf at as close to the same time as practical. The elevation of the top of the cope wall was assumed to be +7.5 feet MLWS based on information provided by Cox & SHAL. All elevations in this report are referenced to Mean Low Water Spring tide datum. It is considered that the locations are accurate to approximately 5 m (16.4 feet) and the elevations to 0.2 m (0.7 feet).

On completion of the drilling and sampling, a geological engineer from Trow carried out a detailed examination of the soil samples and bedrock cores to develop borehole logs for reporting purposes. Selected soil samples and bedrock cores were then transported to Trow’s laboratory in Brampton, Ontario, Canada for further review and testing. On completion of this process, the borehole logs were finalized for this report (Drawings 2 to 19). The bedrock descriptions were carried out in general conformity with those suggested by Clark and Walker (1977), except that the bedrock strength descriptions conform to the International Society of Rock Mechanics (ISRM) System. The Clark and Walker classification system is derived from “A Proposed Scheme for the Classification and Nomenclature for use in the Engineering Description of Middle Eastern Sedimentary Rocks”, published in Geotechnique, Volume 27, Pages 93 to 99, 1977. It is shown in Table 1 and the Classification of Rock with Regard to Strength is in Table 2. The Classification of Rock with Regard to Spacing of Discontinuities and the Classification of Rock with Regard to RQD-Values are shown on Tables 3 and 4 respectively. These classifications are derived from internationnaly accepted practice.

The laboratory testing involved moisture contents on soil samples, grain size distribution tests on selected soil samples and unconfined compression and point load tests on the bedrock cores. As there were few soil samples and most of them were given to Blue

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Engineering for environmental testing, only 5 moisture content and 5 grain size distribution tests (Drawings 20 to 24) were carried out. Furthermore, the samples were small and it is possible that the samples had dried out somewhat, even though the were stored in airtight bags.

A total of 31 unconfined compression tests were performed on bedrock core, as received from the field. Point load tests were undertaken on the cores both axially (in the vertical direction) and laterally (in the horizontal direction) both as received in the laboratory and after they had been soaked in artificial seawater for at least 24 hours. The point load test results were calibrated for unconfined compression strength by comparing all those, on which unconfined compression tests had been undertaken with the results of that testing. A total of 61 point load tests were carried out. The as received unit weight of the bedrock cores was measured for 38 samples. The moisture content of 19 samples, which had been soaked in artificial seawater for at least 24 hours, was measured. The results of the testing are presented in Table 5.

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5. Interpretation of Factual Information The factual information obtained during the investigation has been subjected to interpretation to: correlate point load testing with unconfined compression strengths; assess whether strengths obtained from tests on bedrock cores, which had air dried before receipt in the laboratory, differ significantly from the wet condition; and aid in the understanding of the descriptions of the bedrock in the borehole logs.

5.1 Correlation of Point Load Test Results with the Unconfined Compression Strength

The point load tests (PLT) were correlated with the unconfined compression (U/C) test results on similar samples, which were as received in the laboratory. Initially, all the PLT results were used and they were separated into axial and lateral test results. While this indicated that the axial correlation multiplier was likely slightly greater than the lateral multiplier, it revealed that the correlation multipliers for the shallow bedrock cores above the design dredge grades was likely significantly less than in the deeper bedrock at the mooring dolphins. This difference was greater than between the axial and lateral multiplier correlation difference. Consequently, it was considered that it was more appropriate to determine PLT correlation multipliers for all results at above and below El. -58 feet, which is the highest level at which corable deeper bedrock was encountered in the drilling. The resultant correlation multipliers are 9 for shallow bedrock and 12 for deep bedrock.

5.2 Impact on Strength of Soaking Bedrock Cores

The strengths of the bedrock were compared to assess whether they were impacted by air drying. PLTs on as received samples were compared with those that had been soaked for at least 24 hours in artificial seawater and the moisture content after soaking was measured for selected samples. Overall, there is a slight tendency for the soaked PLTs to be greater than the unsoaked results. However, the scatter of results is so great that it is considered that strength tests are directly comparable for both preparation procedures. This is in agreement with similar comparisons by Trow on other projects in the Bahamas Archipelago.

5.3 Bedrock Descriptions in Borehole Logs

Data is provided in the borehole logs about the quality of the bedrock and the frequency of joint spacing by means of the Rock Quality Designations (RQD), which is the total length of core over 4 inches in length between joints, and comments about the joint spacing in relation to the classification, which is shown in Table 4. Throughout the descriptions, the non-recovered core is treated as joints in the bedrock. When interpreting the information, the RQDs should be compared with Table 3 and the joint spacing with Table 4.

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The strength testing was performed on bedrock cores, which were generally of sufficient length and quality to allow them to be tested in unconfined compression. Consequently, even though representative samples of suitable core were tested, the tests were carried out on the stronger bedrock at the site. The strength descriptions in Section 6 and the borehole logs were developed by correlation to the laboratory strengths by means of the methods presented in Table 2 for core that was recovered. Based on the field observations of the drilling, it was concluded that the material, which was not recovered in the coring operation, is predominantly extremely weak bedrock rather than open joints. The descriptions in the borehole logs reflect these assumptions for each core run.

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6. Geology and Subsurface Conditions The geotechnical investigation for the proposed dredging and mooring dolphins consisted of widely spaced boreholes. The geological stratification in the Bahamas Archipelago is known to be predominantly calcareous limestone under a thin veneer of overburden. There is considerable variability of the engineering properties of the shallow bedrock both vertically and horizontally, such that interpolation of stronger and weaker layers between even closely spaced boreholes is difficult, if not impossible. Consequently, the boreholes have been undertaken to assess ranges of engineering properties that can be expected, both in the dredging and the installation of the mooring dolphins. The data from them should be interpreted and analyzed on this basis.

This section of the report describes the geology and subsurface conditions, as follows:

1. Geology of the Bahamas.

2. Subsurface Conditions in the Areas to be Dredged.

3. Subsurface Conditions near the Proposed Mooring Dolphins.

6.1 Geology of the Bahamas

The Bahamas Archipelago consists of a group of low islands, discontinuous sand bars and coral reefs. The group stretches approximately 600 miles long by 150 miles wide paralleling the southern coast of Florida and the northeastern coast of Cuba. The existing land forms were created by sedimentary deposition and erosion.

The upper sediments consist of oolitic sands, aragonite sands, eroded and weathered coral and a fairly porous limestone. The upper portions of the porous limestone consist of fairly thin layers, strata and lenses of debris. This debris exists in the form of broken coral, flinty chert inclusions, distinct calcite or aragonite crystals or nodule-like inclusions of other limestone formations. Additionally, there are fossils of small marine animals and distinct shell inclusions.

While the islands were formed in a similar manner, there are some distinct differences in the limestone depending on the location. The western islands have a stronger, indurated limestone formation. The softer and correspondingly younger limestone formations of New Providence and the eastern islands primarily consist of oolitic sands with inclusions of coral and shells. Recrystalization occurs to some extent in most of the limestone formations. The upper levels of limestone are thinly bedded and weathered resting on thicker strata of older limestone.

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Immediately adjacent to several of the islands are extremely deep canyons cutting several miles into the limestone formations. These canyons have steep sides thus indicating a stable limestone crust beneath the existing banks of weathered limestone, oolitic sands and coral.

The surface of the weathered limestone is often erratic in elevation and texture. This is fairly common for karst topography, in which limestone formations are continually changed due to current erosion and solution weathering and sedimentation. Solution cavities are common in this subterrain and thus contribute to the changes in the subterranean surfaces.

The limestone of these islands is formed by accumulations of calcium carbonate in several different forms. The calcium carbonate may exist as calcite or aragonite, a relatively unstable form of calcium carbonate. The aragonite tends to break down and form calcite over a period of time.

Ooliths form around discrete particles such as silica. The ooliths are rounded or subrounded particles, which can exist as individual particles or can be cemented by calcareous silts. Consolidation by overburden pressure followed by cementation transforms this material into a fairly consistent, granular form of limestone.

The in-situ limestone may thus be formed by an accumulation of oolitic particles, shell particles, particle fragments, chert inclusions and other sedimentary constituents bound together in a cemented matrix. The matrix can further lithify by recrystalization or other physical changes to produce a hardened mass.

6.2 Subsurface Conditions in the Areas to Dredged

The areas to be dredged are shown in Drawing 1. The geotechnical conditions in all the boreholes in these areas plus those at BH 15 above the proposed dredge grades (-38 feet MLWS in the harbour and -40 feet MWLS in the entrance channels) are described in this subsection of the report.

Outside the protection of Paradise Island and the West Breakwater, there are insignificant thicknesses of soil over the bedrock. Inside the harbour, the soil is very loose to loose sand with Standard Penetration Resistances (SPR) generally in the range of 1 to 3 blows/foot and occasional SPRs as high as 6 blows/foot. The sand is generally grey to tan in colour. It is fine to coarse grained calcareous material with shell fragments. The thickness of the soil over the bedrock inside the harbour was found to range from 0 to 14 feet. The soil thicknesses at the boreholes inside the harbour are presented below together with the thicknesses in the boreholes in the Woods Report (BH 1 OTH to 5 OTH). It should be noted that the soil and bedrock above El. -38 feet has subsequently been dredged and the data from the Woods Report is used to represent likely conditions near the edges of the proposed dredging areas.

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Thickness of Soil over Bedrock

BH 1 0.5 feet BH 2 4.0 feet BH 3 5.5 feet BH 6 0.0 feet BH 7 14.0 feet BH 8 7.0 feet BH 9 2.0 feet BH 10 6.0 feet BH 11 0.2 feet BH 12 2.5 feet BH 13 1.5 feet BH 14 4.6 feet BH 15 0.0 feet

BH 1 OTH 1.0 feet BH 2 OTH 1.5 feet BH 3 OTH 4.0 feet BH 4 OTH 5.5 feet BH 5 OTH 0.0 feet

The bedrock down to 5 feet below the proposed dredge grades is calcareous limestone. It ranges in texture from calcilutite to calcilrudite with the texture varying both vertically and laterally. In general terms, it tends towards being of calcarenite texture (sand grain sized) in the easterly portions of the investigated areas and to being calcilrudite (gravel sized) and calcilutite (fine grained) towards the west. It is tan in colour. It is frequently vuggy with the vugs ranging from small pores to larger openings. There are frequent shell fragments and inclusions.

The strength properties of the bedrock are quite variable both vertically and horizontally. Generally, the upper bedrock is extremely weak (U/C <10 tsf) and it becomes stronger with depth. However, even the stronger bedrock is mainly weak to very weak (U/C of 10 to 250 tsf) and it contains extremely weak layers, zones and seams. However, it was observed to contain occasional medium strong to strong (U/C of 250 to > 500 tsf) in some locations.

The bedrock was cored at as high a level as practical. However, at most locations, the upper bedrock was too weak to be cored and it was sampled with a split barrel sampler. This material is defined as the ‘upper extremely weak bedrock’. In general terms, the upper extremely weak bedrock appears to extend below the bottom of the boreholes to the east of a line from between BHs 7 and 8 to between BHs 1 and 3. It also extended down to below the proposed dredge grades at BH 17. Elsewhere the extremely weak upper bedrock, as based on corability, is considered to extend down to the elevations listed below.

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Elevation of Bottom of Upper Extremely Weak Bedrock

BH 3 -15.5 feet BH 8 -20.4 feet BH 9 -22.7 feet BH 10 -17.5 feet BH 11 -19.7 feet BH 12 -23.0 feet BH 13 -23.3 feet BH 14 -13.8 feet BH 15 -12.0 feet BH 16 -24.0 feet BH 18 -22.8 feet

BH 2 OTH -24.8 feet

The extremely weak upper bedrock, if described as a soil, would have a consistency of very soft to hard with estimated U/Cs of less than 0.25 tsf to 10 tsf. To a large extent, the U/C would be estimated at between 2 and 6 tsf.

The corable bedrock below the elevations presented above is stronger but contains weak layers and zones. It was possible to obtain cores suitable for U/C testing where the U/C was as low as 23 tsf and recovery of bedrock for PLT testing was achieved at U/C strengths as low as 14 tsf. The drilling indicated that there is material at levels where core could not be recovered. Consequently, it is considered that the unrecovered core was likely extremely weak and it has been described as such in the borehole logs.

The corable bedrock was frequently found to be vuggy and to include shell fragments.

In a number of the boreholes (BHs 3, 8, 13 and 14), close to 100% core recovery was achieved near the top of the corable bedrock and the RQD was generally greater than 50% and, on occasion, was or was close to 100%. This indicates an RQD Classification of fair to excellent quality. However, in all of these boreholes, the core recovery and RQD decreased substantially above or at the dredge grades. The other corable boreholes (BHs 9, 10, 11, 12, 15, 16 and 18) also exhibit better core recoveries and RQDs at the upper levels than at the proposed dredge grades.

The joint spacing of the corable bedrock ranges from extremely close (< 0.8 inches) to wide (> 24 inches), although the widest joint spacing was not much greater than 24 inches. The widest joint spacing was observed in BH 3, although moderately close joint spacing (8 to 24 inches) was noted near the upper surface of the corable bedrock in a number of boreholes. However, in general, the joint spacing is extremely close to close.

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The U/C of the testable bedrock in BHs 3, 8, 13, 14 and 16 ranged from 23 to 595 tsf with the stronger bedrock being in BHs 13 and 14 on the north side of the harbour towards the west end of Paradise Island and in BH 16 in the entrance channel. On the basis of these results, it is considered that there are layers of very weak to medium strong or strong bedrock in BHs 3, 8, 13, 14 and 16 above the proposed dredge grades and these are underlain by very to extremely weak bedrock.

The other corable bedrock (BHs 9,10 to 12, 15 and 18) indicate thinner bedding of the stronger bedrock, which is weak to very weak (U/Cs of 25 to 228 tsf), and more frequent extremely weak layers. No core was recovered below Els. -35.6 and -30.5 feet in BHs 9 and 10 respectively, indicating extremely weak bedrock below these levels. Elsewhere, the extremely weak bedrock ranged from being predominant to being in occasional seams or zones.

The boreholes, which were drilled for the Woods Report in areas of the harbour that were subsequently dredged to approximate Elevation -38 feet LMWS (BHs 1 OTH to 5 OTH) indicate similar conditions to those in the current investigation.

6.3 Subsurface Conditions near the Proposed Mooring Dolphins

Only BH 2 was drilled at the exact location of a mooring dolphin due to difficulties keeping out of the way of cruise ship traffic. However, based on the data from Boreholes 2, 4 and 5 and from Woods Report BHs 1 to 11 NAS, the geotechnical conditions are sufficiently consistent to extrapolate conclusions about them to the locations of the mooring dolphins, as long as appropriate consideration is given to the natural variability of the bedrock.

At BH 2, below the harbour bottom at El. -21.1 feet, there is 4 feet of very loose sand. It is grey, medium to coarse grained and calcareous. The harbour has been previously dredged at BHs 4 and 5 to between Els. -41.0 and -41.8 feet. Indications are that material removal has occurred deeper in some locations, as there is 4 feet of very loose sand overlying the bedrock at BH 4. At BH 5 there is a thin veneer of 0.4 feet of sand over the bedrock.

Calcareous limestone bedrock underlies the sand and extends to the bottom of the boreholes at Els. -100.0 to -100.8 feet. Its texture ranges from calcarenite to calcilutite. It is tan in colour. It is predominantly vuggy where it was cored.

The bedrock was sampled with split barrel samplers to between El. -57.5 feet (BH 4) and -73.7 feet (BH 2), indicating that the extremely weak upper bedrock likely deepens to the east, as was assessed from the boreholes for the dredging. The SPRs of the upper extremely weak bedrock ranged from 6 to 52 blows/foot, which, in equivalent soil consistency terms, would be firm to hard with estimated U/C values of 0.5 to 5 tsf.

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The RQD Classification quality of the corable bedrock above approximate El. -86 feet ranges from very poor to good and the joint spacing is extremely close to moderately close. Below approximate El. -86 feet, the RQD Classification quality is fair to excellent with very close to wide joint spacing, except below El -96 to -99 feet in BHs 4 and 5 where the RQD Classification quality is very poor.

At corable depths, the bedrock is generally interlayered weak and extremely weak material. At some levels, the weak bedrock predominates and at others the extremely weak bedrock.

Below approximate El. -86, there is a strong to weak layer (U/Cs of 116 to 740 tsf) of calcilutite that does not contain extremely weak zones. This extends to the bottom of BH 2. It is underlain at approximate Els. -96 to -99 feet in BHs 4 and 5 by weak to extremely weak bedrock, i.e.., the stronger layer appears to be 10 to at least 14 feet thick.

DRAFTTrow


16

7. Dredging Conditions This section provides comments about the geotechnical conditions in the areas of the harbour, which are to be widened and the access channel, for the guidance of the design engineers. It is expected the contractors, who are bidding to undertake the dredging, have the expertise to determine the most suitable dredging equipment for their operations based on the borehole logs, the description of the subsurface conditions in Section 6 above, the photographs of the bedrock cores in Appendix A, the strength test results, viewing the bedrock cores at the site, additional investigation to satisfy their own requirements and their own experience with dredging in similar conditions.

The boreholes did not delineate specific areas where different dredging conditions could be readily defined. The sand overburden, where present, should be easy to dredge with most types of dredger. The upper calcareous limestone bedrock that was not cored and most of the corable bedrock is expected to be dredgeable with suitably equipped dredgers, such as suction dredgers with rock cutters. However, there are zones in some of the boreholes that appear more difficult to dredge, because the bedrock is stronger and the joint spacing is wider. While it appears that these may be more predominant in the harbour near Paradise Island and in the access channel just outside the harbour entrance, these stronger zones were also found on the south side of the harbour. They are intermediate in depth and tend to be underlain by extremely weak to very weak bedrock, which is more readily dredgeable.

When the dredging is undertaken to the propsed dredge grades, the soil and bedrock will slough back. It is expected that this will be 6 horizontal to 1 vertical or flatter in the sand overburden. The initial slope in the bedrock will likely range from near vertical to 1 horizontal to 1 vertical. However, sloughing will continue as the bedrock erodes.

If suction dredges are used to excavate, the discharge will be deposited in the form of a semi-fluid material in stilling ponds. The bulk of the solids are expected to be of a silty sand to sandy silt gradation. It is expected that the solids will settle to the bottom of a 10 to 20 feet deep stilling pond within 24 hours and that the turbidity of the water will be such that it will meet U. S. Corps of Engineers criteria for disposal offshore within 1 to 2 days. If this does not occur, there are a number of remedies that may be considered, including but not limited to filtering through geotextiles and flocculation of the effluent.

Accurate estimates of bulking factors for the dredged bedrock are best available from records of previous similar dredging projects. If they are not, trials may be undertaken before or during the early stages of construction. For this purpose, appropriately crushed or dredged material could be deposited in a suitable sedimentation chamber or containment cell with the volume of the deposited material being compared with the volume of the bedrock before excavation. For preliminary estimating purposes, Trow suggests that the bulking factor for bedrock, which has been excavated with a suction dredge with rock cutters, be taken as 1.3. Other dredgers, which leave the bedrock more intact, should result in a fill with less bulking

DRAFTTrow


17

at preliminary bulking factors in the order of 1.2. The sand overburden can be assumed to have a bulking factor of unity, i.e., it does not bulk.

Trow International Ltd. should be retained for a general review of the final design and specifications to verify that this report has been properly interpreted and implemented. If not accorded the privilege of making this review, Trow will assume no responsibility for interpretation of the recommendations in the report.

C. D. Thompson, P. Eng. S. E. Gonsalves, P. Eng. Technical Director Executive Vice President Geotechnical Engineering

DRAFTTrow


1

Tables

NOTES

DIOCLASTIC(Organic)

DOCLITE(Inorganic)

SHELL(Organic)

CORAL(Organic)

ALGAL(Organic)

PISOLITES(Inorganic)

CARBONATE MUD CARBONATE SILT

Clayey CARBONATEMUD

Siliceous CARBONATESILT

Calcareous CLAY Calcareous SILT

CLAY SILTCALCILUTITE (carb.clayst.) CALCISILTITE (carb.siltst.)

Clayey CALCILUTITE Siliceous CALCILUTITE

Calcareous CLAYSTONE Calcareous SILTSTONE

CLAYSTONE SILTSTONE

Fine-grainedArgillaceous LIMESTONE

Fine-grainedSiliceous LIMESTONE

Calcareous CLAYSTONE Calcareous SILTSTONE

CLAYSTONE SILTSTONE

Table 1: Clark and Walker Classification System

Conventional metamorphic nomenclature applies in this section

CRYSTALLINE LIMESTONE OR MARBLE(tends towards uniformity of grain size and loss of original texture)

The preferred lithological nomenclature has been shown in blockcapitals; alternatives have been given in brackets and these may besubstituted in description if the need arises.

Calcareous is suggested as a general term to indicate the presence ofunidentified carbonate. Where applicable, when mineral identification ispossible calcareous referring to calcite or alternative adjectives such asdolomitic, aragonitic, sideitic etc. should be used.

CONGLOMERATE OR BRECCIA

Calcareous CONGLOMERATE

Conglomeratic LIMESTONE

CONGLOMERATE LIMESTONE

Non-carbonate constituents are likely to be siliceous apartfrom local concentrations of minerals such as felspar andmixed heavy minerals (Emery 1956).

In description the rough proportions of carbonate and non-carbonate constituents should be quoted and details of boththe particle minerals and matrix minerals should be included.

Highly indurated

(70 to >200 MN

/m²)

Strong to extremely strong

CONGLOMERATE OR CRECCIA

Calcareous CONGLOMERATE

Conglomeratic CALCIRUDITE

Moderately indurated

(12.5 to 100 MN

/m²)

Moderately strong to strong

SANDSTONE

Calcareous SANDSTONE

Siliceous detrital LIMESTONE

Calcareous SANDSTONE

Siliceous CALCARENITE

CALCARENITE (carb.sandst)

Fine-grained LIMESTONE Detrital LIMESTONE

Non-indurated

Slightly indurated

Degreeof

Induration

CARBONATE SAND

NOT DISCERNIBLE

CARBONATE GRAVEL

Very soft to hard

silica SAND

Calcareous silicaSAND

Siliceous CARBONATESAND

Mixed carbonate andnon-carbonate GRAVEL

ADDITIONAL DESCRIPTIVE TERMS BASED ON ORIGIN OF CONSTITUENT PARTICLES

TOTAL C

ARBO

NATE C

ON

TENT %

(constituent particles plus matrix)

INCREASING GRAIN SIZE OF PARTICULATE DEPOSITS

ApproximateUnconfined

CompressiveStrength

GRAVEL

(<36 to >300kN/m

²)(0.3 to 12.5 M

N/m

²)

CALCIRUDITE (carb.conglom or breccia)Hard to m

oderately weak

SANDSTONE

1

2

3

4

1

1

1

1

0.002 mm 0.050 mm 2 mm 60 mm

2

2

90%

90%

90%

50%

50%

50%

50%

10%

10%

10%

2

GRADE CLASSIFICATION

R0 Extremely weak Indented by thumbnail < 1 < 10

R1 Very weakCrumbles under firm blows of geological hammer; can bepeeled with a pocket knife 1 - 5 10 - 52

R2 Weak rockCan be peeled by a pocket knife with difficulty; shallowindentations made by a firm blow with point of geologicalhammer

5 - 25 52 - 261

R3 Medium strongCannot be scraped or peeled with a pocket knife; specimen can be fractured with a single firm blow of geological hammer

25 - 50 261 - 522

R4 StrongSpecimen requires more than one blow of geological hammer to fracture 50 - 100 522 - 1044

R5 Very strongSpecimen requires many blows of geological hammmer tofracture 100 - 250 1044 - 2611

R6 Extremely strong Specimen can only be chipped by the geological hammer > 250 > 2611

RANGE OFUNCONFINED

COMPRESSIVESTRENGTH

(tsf)

Table 2: ISRM Strength Classification System

STRENGTH

FIELD IDENTIFICATION METHOD

RANGE OFUNCONFINED

COMPRESSIVESTRENGTH

(MPa)

RQD CLASSIFICATION RQD-VALUE (%)

Very poor quality < 25

Poor quality 25 - 50

Fair quality 50 - 75

Good quality 75 - 90

Excellent Quality 90 - 100

Table 3: Rock Quality Designation Classification System

SPACING CLASSIFICATION

SPACING WIDTH (m)

SPACING WIDTH (inch)

Extremely close < 0.02 < 0.8

Very close 0.02 - 0.06 0.8 - 2.4

Close 0.06 - 0.20 2.4 - 8

Moderately close 0.2 - 0.6 8 - 24

Wide 0.6 - 2.0 24 - 80

Very wide 2.0 - 6.0 80 - 240

Extremely wide > 6 > 240

Table 4: Joint Spacing Classification System

Elevation Unit Weight Moisture Content(ft) (pcf) (%) U/A U/L S/A S/L U/A U/L S/A S/L U/C Test

BH 2-1 -74.9 127.5 8 98BH 2-2 -88.9 136.2 3197 924 401 116 138BH 2-3 -95.8 157.7 1.5 627BH 2-4 -98.6 142.8 195

BH 3-1 -19.4 14.1 219 239 225 152 21 23 21 14.3BH 3-2 -24.8 113.7 33

BH 4-1 -72.1 133.9 7.2 1108 0 1199 2176 139 0 150 273 137BH 4-2 -87.6 135.7 176BH 4-3 -92.1 155.8 1.4 4282 2186 5912 4121 536 274 741 516 549BH 4-4 -93.8 154.6 4368 2306 2998 3926 547 289 376 492 631

BH 5-1 -68.1 121.4 8.2 75BH 5-2 130.2 194BH 5-3 -90.8 134.3 2.1 1119 2548 2783 3022 140 319 349 379 153

BH 8-1 -20.9 111.4 30BH 8-2 -27.6 111.9 2.9 23BH 8-3 -22.9 114.3 209 0 21 0

BH 9-1 -23.1 105 575 176 192 54 16.5 18 28BH 9-2 -30.1 108.5 13.1 37

BH 10-1 -21.2 132.3 137BH 10-2 -22.3 105.5 13.8 24

BH 11-1 -20.8 133.3 408 343 476 39 33 45 71BH 11-2 -35.3 120.7 7.2 2401 1163 225 108BH 11-3 -38.1 122.7 834 1102 79 104

BH 12-1 -29.6 122.4 11.1 63BH 12-2 -45 74.1 1478 155 138 14.5 25

BH 13-1 -27.1 131.4 12.1 833 79 125BH 13-2 -35.4 118.9 41BH 13-3 -42.8 121.5 1.4 3945 2818 371 264

BH 14-1 -18.7 124.4 394 37 72BH 14-2 -30 133.1 75BH 14-3 -39.2 118 883 1242 83 117BH 14-4 -41.2 107.9 3.6 1119 1773 106 167

BH 15-1 -19.6 129.4 80BH 15-2 -28.5 121.9 8.2 1153 2153 1602 108 203 151 102

BH 16-1 -25.5 152.6 1713 420 6332 1674 46 41 595 158 228BH 16-2 -35.2 101.9 7.8 286 164 27 15.4BH 16-3 -40.3 110.9 63

BH 18-1 -30.8 122.3 11.7 1215 1156 1164 114 109 109 131BH 18-2 -34.7 122.3 375 1156 1003 35 109 95 33BH 18-3 -42.9 1.9 796 1363 75 128

Notes:1. Moisture Content is for samples that were soaked for at least 24 hours in artificial saltwater.2. For the Point Load Test results, testing was carried out on bedrock cores, as follows:

U/A Unsoaked/Axial (Vertical)U/L Unsoaked/Lateral (Horizontal)S/A Soaked in Artificial Seawater for at least 24 hours/Axial (Vertical)S/L Soaked in Artificial Seawater for at least 24 hours/Lateral (Horizontal)

3. Point load test results multiplied by 9 above El. -58 feet and by 12 below El. -58 feet to estimate Unconfined Compression Strength.4. Unconfined Compression Tests, Unsoaked Point Load Tests and Unit Weight determinations were carried out on the samples as received in the laboratory.

Point Load Test Results (kPa) Unconfined Compression Strength (U/C) (tsf) from

Table 5: Bedrock Core Test ResultsSampleNumber

DRAFTTrow


2

Drawings

WATER

SAND - grey, fine to coarse grainedcalcareous sand with shell fragments,looseBEDROCK (Calcareous Limestone) - tan, limestone and coarse sandlayers with shell fragments, extremelyweak

- tan, limestone and coarse tomedium sand layers, extremely weak

- tan, limestone and coarse to mediumsand layers, extremely weak

END OF BOREHOLE

-15.9-16.4

-43.9

82

55

42

30

73

46

48

52

26

44

53

29

6

118

May 29, 2008

Nassau Harbour UTM Zone 18R 0264306m east 2776159m north

CME55 (Barge Mounted)MLWS (ft)

Drill Type:

Datum:

Auger SampleSPT (N) ValueDynamic Cone Test

Unconfined Compression

Rock Quality Designation (RQD)Natural MoisturePlastic and Liquid LimitUndrained Triaxial at% Strain at FailurePenetrometer

Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30

Soil Description Natural Moisture Content %Atterberg Limits (% Dry Weight)

GWL

SYMBOL

DEPTH

50 10020 40 60 80

200

Rock Quality Designation (RQD)

tsf

ELEV.ft

Rate ofCoring(ft/min)

400Unconfined Compressive Strength

Project:

Drawing No.INTL00302101A 2

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Project No.

11 ofNassau Harbour Expansion Sheet No.

LOG OF BOREHOLE 1

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - grey, medium to coarsegrained calcareous sand with shellfragments, very loose

BEDROCK (Calcareous Limestone)- tan, limestone and coarse sandlayers, extremely weak

- tan, limestone and coarse tomedium sand layers with shellfragments, extremely weak

-21.1

-25.1

3

1

31

40

50

22

16

15

10

May 31, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


Continued Next Page

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Project No.


LOG OF BOREHOLE 2

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

- tan, limestone and coarse sandlayers, extremely weak

- tan, limestone and coarse sandlayers, extremely weak

- calcarenite, tan, vuggy, extremelyclose to close joint spacing, weak withoccasional extremely weak zones - calcarenite to calcilutite, tan, vuggy,extremely close to close joint spacing,weak with extremely weak zones

- calcarenite to calcilutite, tan, vuggy,extremely close to moderately closejoint spacing, weak with occasionalextremely weak zones

- calcilutite, tan, vuggy zones andshell inclusions, very close tomoderately close joint spacing, weakto medium strong

- calcilutite, tan, vuggy zones andshell inclusions, very close to widejoint spacing, strong with occasionalextremely weak zones

- calcilutite, tan, vuggy zones andshell inclusions, close to wide jointspacing, weak

END OF BOREHOLE

3.048

1.278

1.188

1.110

0.594

0.852

RQD = 48%

RQD = 28%

RQD = 65%

RQD = 65%

RDQ = 79%

RQD = 86%

-100.0

23

17

9

6

52

116

Rec = 83%

Rec = 73%

Rec = 80%

Rec = 98%

Rec = 93%

Rec = 100%

627

401

SAMPLES

N Value

-50.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


50

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96

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100

Project No.


LOG OF BOREHOLE 2

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - grey, fine to coarse grainedcalcareous sand with shell fragments,very loose

BEDROCK (Calcareous Limestone)- calcarenite, tan, moderately close tovery close joint spacing, very weak

- calcarenite, tan, moderately close towide joint spacing, very weak

- calcarenite, tan, moderately closejoint spacing, very weak

- calcarenite, tan, moderately closejoint spacing, very weak

- calcarenite, tan, vuggy, moderatelyclose to extremely close joint spacing,very weak

- calcarenite, tan, extremely closejoint spacing, extremely weak

END OF BOREHOLE

4.200

3.156

2.478

1.674

2.676

2.202

RQD = 77%

RQD = 100%

RQD = 89%

RQD = 90%

RQD = 35%

RQD = 0%

-10.0

-15.5

-43.0

2

1

25

23

Rec = 96%

Rec = 100%

Rec = 100%

Rec = 100%

Rec = 100%

Rec = 8%

2121

14.3

May 28, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


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Project No.


LOG OF BOREHOLE 3

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

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LOG OF BOREHOLE 4

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER -

SAND -grey, medium to coarsegrained calcareous sand with shellfragments, very loose

BEDROCK (Calcareous Limestone)- tan, limestone and coarse to finesand layers with shell fragments

-41.0

-45.0

3

4

50

7

10

June 9, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



SAMPLES

- calcarenite, tan, vuggy and shellinclusions, very close to extremly closejoint spacing, weak with occasionalextremely weak zones - calcarenite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weakand extremely weak layers - calcarenite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weakwith occasional extremely weak zones

- calcilutite, tan, vuggy and shellinclusions, generally moderately closejoint spacing, weak to medium strong

- calcilutite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weakwith occasional extremely weak zones - calcarentite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weakwith occasional extremely weak zones - calcarenite, tan, vuggy, extremelyclose to very close joint spacing, weakand extremely weak layers - calcarenite to calcilutite, tan, vuggyand shell inclusions, very close tomoderately close joint spacing, weak

- calcilutite to calcilutite, tan, vuggyzones and shell inclusions, moderatelyclose joint spacing, medium strong tostrong

- calcilutite to calcilutite, tan, vuggy,very close to close joint spacing,medium strong to strong withoccasional extremely weak zones

END OF BOREHOLENOTES:

1.266

2.292

1.002

0.852

1.134

1.296

0.834

0.702

1.008

1.152

RDQ = 0%

RQD = 28%

RQD = 38%

RQD = 88%

RQD = 63%

RQD = 0%

RQD = 57%

RQD = 77%

RQD = 83%

RQD = 0%-100.0

10

38

38

0

274

289

Rec = 79%

Rec = 62%

Rec = 92%

Rec = 100%

Rec = 90%

Rec = 50%

Rec = 96%

Rec = 98%

Rec = 90%

Rec = 83%

549

631

150

741

376

139

536

547

273

516

492

N Value

-50.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


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Project No.


LOG OF BOREHOLE 4

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

Project:

Drawing No.

WATER

SAND - grey, medium to coarsegrained calcareous sand with shellfragments, very looseBEDROCK (Calcareous Limestone)- tan, limestone and coarse sandlayers, extremely weak

-41.8-42.2 10

11

11

8

June 5, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



INTL00302101A 6

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Project No.


LOG OF BOREHOLE 5

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

- calcarenite, tan, vuggy and shellinclusions, extremely close tomoderate close joint spacing, weakwith extremely weak zones - calcarenite, tan, vuggy, extremelyclose to moderate close joint spacing,very weak and extremely weak layers

- calcarenite, tan, vuggy and shellinclusions, extremely close to widejoint spacing, weak with extremelyweak zones

- calcarenite, tan, vuggy and shellinclusions, very close to wide jointspacing, weak

- calcarenite, tan, vuggy, very close tomoderately close joint spacing, weakto medium strong with extremely weakzones

- calcarenite, tan, vuggy and shellinclusions, close to moderately closejoint spacing, weak to medium strong

- calcarenite to calcilutite, tan, vuggyand shell inclusions, close tomoderately close joint spacing, weakto medium strong

- calcarenite, tan, vuggy and shellinclusions, very close to wide jointspacing, weak to medium strong withoccasional extremely weak zones

- no recovery, extremely weak

END OF BOREHOLE

1.788

2.292

1.620

1.356

1.344

1.050

1.200

1.764

3.528

RQD = 40%

RQD = 25%

RQD = 64%

RQD = 90%

RQD = 56%

RQD = 52%

RQD = 96%

RQD = 76%

RQD = 0%

-100.8

6

15

/11 inch

Rec = 76%

Rec = 47%

Rec = 73%

Rec = 100%

Rec = 77%

Rec = 100%

Rec = 100%

Rec = 90%

Rec = 0%

SAMPLES

N Value

-50.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


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87

88

89

90

91

92

93

94

95

96

97

98

99

100

Project No.


LOG OF BOREHOLE 5

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

BEDROCK (Calcareous Limestone)- tan, limestone and fine to coarsesand layers with shell fragments,extremely weak

END OF BOREHOLE

-25.6

-43.6

40

6

26

13

37

22

19

9

1

May 28, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

Project No.


LOG OF BOREHOLE 6

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

16

16

19

7

40.4

WATER

SAND - grey becoming tan, fine tocoarse grained calcareous sand, veryloose to loose

BEDROCK (Calcareous Limestone)- tan, limestone and coarse sandlayers with shell fragments, extremelyweak

END OF BOREHOLE

-10.9

-24.9

-44.9

1

2

2

1

6

1

1

38

8

11

16

4

7

May 27, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project No.


LOG OF BOREHOLE 7

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - tan, fine to medium grainedcalcareous sand, very loose to loose

BEDROCK (Calcareous Limestone)- tan, limestone and coarse sandlayers, extremely weak

- calcirudite, tan, vuggy, extremelyclose to close joint spacing, very weakand extremely weak layers - calcilutite, tan, very close to closejoint spacing, very weak - calcirudite, tan, vuggy, very weak

- calcilutite, tan, extremely close toclose joint spacing, very weak

- calcirudite, tan, with shell inclusions,extremely close to very close jointspacing, very weak with extremelyweak zones

- calcilutite, tan, extremely close toclose joint spacing, extremely weakwith occasional very weak zones

END OF BOREHOLE

3.750

1.362

1.764

1.500

1.638

RQD = 36%

RQD = 54%

RQD = 68%

RQD = 9%

RQD = 0%

-8.9

-15.9

-40.9

1

2

2

5

28

/ 8 inch

0

Rec = 60%

Rec = 100%

Rec = 100%

Rec = 73%

Rec = 8%

21

May 26, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

Project No.


LOG OF BOREHOLE 8

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - tan, fine to medium grainedcalcareous sand, looseBEDROCK (Calcareous Limestone)- tan, limestone medium to coarsesand, extremely weak - calcirudite, tan, close to moderatelyclose joint spacing, very weak withoccasional extremely weak zones - calcarenite, tan, vuggy and shellinclusions, extermely close to closejoint spacing, very weak withoccasional extremely weak zones

- calcirudite, tan, extremely close toclose joint spacing, extremely weakwtih occasional very weak zones


- tan, limestone and sand layers,extremely weak - no recovery, extremely weak

- tan, limestone and sand layers,extremely weak

1.998

2.886

3.612

6.384

1.896

RQD = 67%

RQD = 52%

RQD = 23%

RQD = 0%

RQD = 0%

-18.6

-20.6

-49.6

/ 10 inch

3

5

54Rec = 83%

Rec = 95%

Rec = 26%

Rec = 0%

Rec = 0%

16.5

18

May 26, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


Continued Next Page

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

Project No.


LOG OF BOREHOLE 9

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

tsf

ELEV.ft



END OF BOREHOLE

SAMPLES

N Value

-50.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


Project:

Drawing No.INTL00302101A 10Project No.


LOG OF BOREHOLE 9

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - grey fine to medium grainedcalcareous sand, very loose - tan, fine to medium grainedcalcareous sand, loose

BEDROCK (Calcareous Limestone)- calcarenite, tan, very close to closejoint spacing, weak with occasionalextremely weak zones

- calcirudite to calcarenite, tan, withshell inclusions, very close moderatelyclose joint spacing, weak to very weakwith occasional extremely weak zones - calcarenite, tan, very close to closejoint spacing, extremely weak with veryweak zones



- limestone and fine sand layers,extremely weak

END OF BOREHOLENOTES:

1.200

1.362

1.674

1.302

3.948

RQD = 52%

RQD = 57%

RQD = 0%

RQD = 0%

RQD = 0%

-10.5

-16.5

-44.5

2

4

4

/ 10 inch

5

9

Rec = 83%

Rec = 88%

Rec = 37%

Rec = 0%

Rec = 3%

May 25, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project No.


LOG OF BOREHOLE 10

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - tan, fine to medium grainedcalcareous sand, compactBEDROCK (Calcareous Limestone)- tan, limestone and medium sandlayers, extremely weak - calcirudite, tan, very close tomoderately close joint spacing, weakwith extremely weak zones - calcirudite, tan, with shell inclusions,extremely close to close joint spacing,weak and extremely weak layers

- calcirudite to calcarenite, tan, withshell inclusions, extremely close toclose joint spacing, weak withoccasional extremely weak zones

- calcilutite, tan, with shell inclusions,extremely close joint spacing,extremely weak with occasional weakzones

- calcarenite, tan, vuggy and shellinclusions, extremely close to closejoint spacing, weak with extremelyweak zones

- calcarenite, tan, vuggy and shellinclusions, extremely close to closejoint spacing, weak and extremelyweak layers

- calcarenite, tan, vuggy and shellinclusions, extremely close to veryclose joint spacing, extremely weak

1.092

3.258

4.164

1.224

0.912

1.332

1.578

RQD = 64%

RQD = 23%

RQD = 7%

RQD = 0%

RQD = 18%

RQD = 11%

RQD = 0%

-15.7-15.9

-49.7

88

/ 11 inch

39

225

79

Rec = 71%

Rec = 58%

Rec = 80%

Rec = 23%

Rec = 78%

Rec = 58%

Rec = 36%

33

104

45

108

May 25, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


Continued Next Page

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

Project No.


LOG OF BOREHOLE 11

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

with weak zonesEND OF BOREHOLE

SAMPLES

N Value

-50.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:

Drawing No.INTL00302101A 12Project No.


LOG OF BOREHOLE 11

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND - tan, medium to coarsegrained calcareous sand, loose

BEDROCK (Calcareous Limestone)- tan, limestone and fine to mediumsand layers, extremely weak

- calcarenite, tan, very close tomoderately close joint spacing,extremely weak with weak zones - calcirudite to calcarenite, tan, veryclose to moderately close jointspacing, weak with extremely weakzones

- calcarenite, tan, vuggy, extremelyclose to close joint spacing, weak withextremely weak zones

- calcilutite, tan, vuggy, extremelyclose to close joint spacing, extremelyweak with occasional weak zones

- calcarenite to calcilutite, tan, vuggy,extremely close to close joint spacing,extremely weak and very weak toweak layers

END OF BOREHOLE

0.630

0.942

0.732

0.504

0.588

RQD = 31%

RQD = 58%

RQD = 33%

RQD = 30%

RQD = 28%

-6.0

-8.5

-46.0

/ 11 inch

138

Rec = 31%

Rec = 69%

Rec = 67%

Rec = 17%

Rec = 37%

14.5

May 22, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

Project No.


LOG OF BOREHOLE 12

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

79

264

May 23, 2008



Drill Type:

Datum:

Auger SampleSPT (N) Value

WATER

SAND - tan, fine to medium grainedcalcareous sand, very looseBEDROCK (Calcareous Limestone)- tan, limestone and medium tocoarse sand, extremely weak

- calcirudite to calcarenite, tan,extremely close to close joint spacing,extremely weak with weak zones - calcirudite to calcarenite, tan, closeto moderately close joint spacing,weak

- calcarenite to calcilutite, tan vuggy,extremely close to close joint spacing,extremely weak with very weak zones

- calcarenite, tan, vuggy and shellinclusions, extremely close to closejoint spacing, weak and extremelyweak layers

- calcarenite, tan, extremely close toclose joint spacing, medium strong toweak and extremely weak layers

END OF BOREHOLE

0.642

1.026

0.654

0.798

0.816

0.894

0.648

RQD = 31%

RQD = 83%

RQD = 18%

RQD = 0%

RQD = 0%

RQD = 11%

RQD = 0%

-6.4

-7.9

-46.4

2

54

43

30

32

41

52

371

Rec = 31%

Rec = 100%

Rec = 24%

Rec = 56%

Rec = 17%

Rec = 36%

Rec = 33%

Dynamic Cone Test



Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

Project No.


LOG OF BOREHOLE 13

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

SAND -grey, medium to coarsegrained calcareous sand, very loose toloose

BEDROCK (Calcareous Limestone)- calcirudite, tan, weak with weakzones

- calcirudite, tan, very close tomoderately close joint spacing, weak

- calcirudite, tan, extremely close tomoderately close joint spacing, weak

- calcarenite, tan, vuggy, extremelyclose to close joint spacing, weak withextremely weak zones

- calcarenite, tan, vuggy and shellinclusions, extremely close to veryclose joint spacing, extremely weakwith weak zones


END OF BOREHOLE

2.220

0.540

0.882

1.278

0.468

0.528

0.636

0.342

0.264

RQD = 0%

RQD = 71%

RQD = 77%

RQD = 76%

RQD = 44%

RQD = 17%

RQD = 0%

RQD = 44%

RQD = 38%

-7.2

-11.8

-44.2

4

10

50

37

83

106

Rec = 0%

Rec = 96%

Rec = 100%

Rec = 100%

Rec = 78%

Rec = 29%

Rec = 28%

Rec = 78%

Rec = 92%

117

167

May 24, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

Project No.


LOG OF BOREHOLE 14

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

BEDROCK (Calcareous Limestone)- tan, limestone and coarse sandlayers

- calcirudite, tan, shell inclusions, veryclose to close joint spacing, weak withextremely weak zones - calcirudite to calcarenite, tan, withshell inclusions, extremely close tomoderately close joint spacing, weakwith extremely weak zones - calcirudite, tan, extremely close toclose joint spacing, weak withextremely weak zones

- calcirudite to calcarenite, tan, closeto moderately close joint spacing,weak - calcarenite to calcilutite, tan, vuggyzones, close joint spacing, weak - calcirudite to calcarenite, tan, vuggyand shell inclusions, very close toclose joint spacing, weak

- calcirudite to calcarenite, tan, vuggyand shell inclusions, very close toclose joint spacing, weak

END OF BOREHOLE

2.730

3.156

3.798

1.536

2.220

1.536

RQD = 25%

RQD = 61%

RQD = 12%

RQD = 100%

RQD = 50%

RQD = 31%

-8.0

-39.0

4

10

108

Rec = 63%

Rec = 73%

Rec = 68%

Rec = 100%

Rec = 100%

Rec = 100%

203

151

May 27, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

Project No.


LOG OF BOREHOLE 15

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

BEDROCK (Calcareous Limestone)- tan, limestone and fine to coarsesand layers

- calcarenite, tan, vuggy and shellinclusions, very close to moderatelyclose joint spacing, weak to mediumstrong with extremely weak zones - calcarenite, tan, vuggy and shellinclusions, extremely close to closejoint spacing, weak to very weak andextremely weak layers

- calcarenite, tan, vuggy, extremelyclose to moderately close jointspacing, weak to very weak withextremely weak zones

- calcarenite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weak


END OF BOREHOLE

1.008

1.554

2.502

1.938

1.806

RQD = 51%

RQD = 18%

RQD = 38%

RQD = 48%

RQD = 20%

-15.5

-45.0

4

10

45

75

/ 4 inch

41

27

Rec = 66%

Rec = 51%

Rec = 73%

Rec = 97%

Rec = 67%

59546

158

15.4

June 2, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

Project No.


LOG OF BOREHOLE 16

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

BEDROCK (Calcareous Limestone) - tan, limestone and medium to coarsesand layers with shell fragments,extremely weak

END OF BOREHOLE

-20.5

-45.5

28

41

47

55

22

71

70

44

37

40

41

15

81

June 2, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

Project No.


LOG OF BOREHOLE 17

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

WATER

BEDROCK (Calcareous Limestone)- calcarenite to calcilutite, tan, withshell inclusions, very close to closejoint spacing, weak with occasionalextremely weak zones - calcarenite, tan, with shellinclusions, very close to moderatelyclose joint spacing, weak withoccasional extremely weak zones - calcarenite to calcilutite, tan, vuggyand shell inclusions, very close tomoderately close joint spacing, weakwith occasional extremely weak zones - calcarenite, tan, vuggy and shellinclusions, very close to moderatelyclose joint spacing, very weak to weakwith occasional extremely weak zones - calcarenite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weak

- calcarenite, tan, vuggy and shellinclusions, extremely close tomoderately close joint spacing, weakwith occasional weak zones

END OF BOREHOLE

1.782

1.878

1.404

2.310

2.640

RQD = 57%

RQD = 75%

RQD = 56%

RQD = 30%

RQD = 13%

-22.8

-45.5

/ 2 inch

114

35

75

Rec = 86%

Rec = 88%

Rec = 93%

Rec = 98%

Rec = 75%

109

109

109

95

128

June 3, 2008



Drill Type:

Datum:




Location:

Date Drilled:

Point Load TestU/A

U/L

S/A

S/L

SAMPLES

N Value

0.00 10 20 30


GWL

SYMBOL

DEPTH

50 10020 40 60 80

200


tsf

ELEV.ft



Project:


0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

Project No.


LOG OF BOREHOLE 18

LAG

WG

L02

(DEV

ANAN

D)

GE0

0302

101B

.GPJ

NEW

.GD

T 8

/5/0

8

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Drawing No.20

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Drawing No.21

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Drawing No.22

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Drawing No.23

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Drawing No.24

DRAFTTrow


3

Appendix A Photographs of Bedrock Cores

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Photos 1

BH2 Box 1

BH2 Box 2

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Photos 2

BH3 Box 1

BH3 Box 2

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Photos 3

BH4 Box 1

BH4 Box 2

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Photos 4

BH4 Box 3

BH5 Box 1

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Photos 5

BH5 Box 2

BH5 Box 3

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Photos 6

BH8 Box 1

BH8 Box 2

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Photos 7

BH9 Box 1

BH10 Box 1

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Photos 8

BH11 Box 1

BH11 Box 2

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Photos 9

BH12 Box 1

BH13 Box 1

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Photos 10

BH14 Box 1

BH14 Box 2

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Photos 11

BH15 Box 1

BH15 Box 2

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Photos 12

BH16 Box 1

BH16 Box 2

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Photos 13

BH18 Box 1

BH18 Box 2

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