FACTUAL GEOTECHNICAL REPORT TO URBANGROWTH NSW ON

JK Geotechnics GEOTECHNICAL & ENVIRONMENTAL ENGINEERS

PO Box 976, North Ryde BC NSW 1670 Tel: 02 9888 5000 Fax: 02 9888 5001 www.jkgeotechnics.com.au

Jeffery & Katauskas Pty Ltd, trading as JK Geotechnics ABN 17 003 550 801

FACTUAL GEOTECHNICAL REPORT

TO

URBANGROWTH NSW

ON

GEOTECHNICAL INVESTIGATION

FOR

BANK STREET COMMERCIAL WHARF

AT

5-11 BANK STREET, PYRMONT, NSW

18 May 2017

Ref: 28974SPrptRev2

28974SPRev2 Factual Page ii

Date: 18 May 2017 Report No: 28974SPrpt Revision No: 2

Report prepared by: Peter Wright Senior Associate | Geotechnical Engineer

Report reviewed by: Paul Stubbs Principal | Geotechnical Engineer For and on behalf of

JK GEOTECHNICS

PO Box 976

NORTH RYDE BC NSW 1670

Document Copyright of JK Geotechnics.

This Report (which includes all attachments and annexures) has been prepared by JK Geotechnics (JK) for its Client, and is intended for the use only by that Client. This Report has been prepared pursuant to a contract between JK and its Client and is therefore subject to:

a) JK’s proposal in respect of the work covered by the Report;

b) the limitations defined in the Client’s brief to JK;

c) the terms of contract between JK and the Client, including terms limiting the liability of JK.

If the Client, or any person, provides a copy of this Report to any third party, such third party must not rely on this Report, except with the express written consent of JK which, if given, will be deemed to be upon the same terms, conditions, restrictions and limitations as apply by virtue of (a), (b), and (c) above. Any third party who seeks to rely on this Report without the express written consent of JK does so entirely at their own risk and to the fullest extent permitted by law, JK accepts no liability whatsoever, in respect of any loss or damage suffered by any such third party.

28974SPRev2 Factual Page iii

TABLE OF CONTENTS

1 INTRODUCTION 1

2 INVESTIGATION PROCEDURE 1

3 RESULTS OF INVESTIGATION 4

3.1 Site Description 4

3.2 Subsurface Conditions 5

3.3 Laboratory Test Results 7

4 GENERAL COMMENTS 8

STS TABLE A: MOISTURE CONTENT, ATTERBERG LIMITS & LINEAR SHRINKAGE TEST REPORT

STS TABLE B: PARTICLE SIZE DISTRIBUTION AND HYDROMETER TEST REPORT

STS TABLE C: EMERSON CLASS NUMBER TEST REPORT

STS TABLE D: POINT LOAD STRENGTH INDEX TEST REPORT

ENVIROLAB SERVICES REPORT NO: 140037

BOREHOLE LOGS 1 TO 19 INCLUDING CORE PHOTOGRAPHS

FIGURES 1 AND 2: BOREHOLE LOCATION PLANS

FIGURE 3: INFERRED GEOTECHNICAL SECTION A-A

FIGURE 4: INFERRED GEOTECHNICAL SECTION B-B

FIGURE 5: INFERRED GEOTECHNICAL SECTION C-C

FIGURE 6: INFERRED GEOTECHNICAL SECTION D-D

FIGURE 7: INFERRED GEOTECHNICAL SECTION E-E

REPORT EXPLANATION NOTES

28974SPRev2 Factual Page 1

1 INTRODUCTION

UrbanGrowth NSW is preparing a modification application in relation to the earlier Part 3A approval

for Sydney Heritage Fleet facilities at 5 Bank Street, Pyrmont (MP 11_0001). The proposal involves

the relocation of a RMS licensed Commercial Operator from Pyrmont Bridge Road, Glebe to the

Bank Street, Pyrmont site to enable the development of the New Sydney Fish Market. The proposal

is in effect a decanting of water-based operations within Blackwattle Bay and allows a working

harbour use to continue in generally the same location with similar operational parameters to its

current use.

This factual report presents the results of a geotechnical investigation for the proposed Commercial

Wharf at 5-11 Bank Street, Pyrmont, NSW. The report is to address the requirements for

‘Document 7 – Geotechnical Report’ in accordance with the Secretary’s Environmental Assessment

Requirements (SEAR’s) attached to the letter from the Department of Planning & Environment,

Ref MP11_0001 MOD3 dated 12 April 2017.

2 INVESTIGATION PROCEDURE

The fieldwork for the investigation was carried out during December 2015 and January 2016, and

comprised the drilling of nineteen boreholes to depths ranging between 5.1 metres (m) and 29.0m

below the existing surface levels.

Prior to the commencement of the fieldwork, the on-shore boreholes were scanned for buried

services by a specialist service location consultant utilising both electromagnetic scanning and

ground penetrating radar equipment. The bed of the bay in the vicinity of the over-water borehole

locations was visually scanned by commercial divers to check for the presence of services,

obstructions or potentially contaminating materials prior to the establishment of the drilling rig to

those locations.

Borehole 1 (BH1) to BH4 were drilled on-shore using a truck mounted drilling rig and spiral auger

techniques to minor penetration into the bedrock. These boreholes were then extended to their

termination depths using diamond coring techniques with an NMLC triple tube core barrel and water

flush.

BH5 to BH19, excluding BH11, were drilled using a track mounted drilling rig mounted on a 25m

unpowered floating barge. The soil in these boreholes was drilled using wash-boring techniques

generally to minor penetration into the bedrock.


All boreholes were then extended to their termination depths using diamond coring techniques with

an NMLC triple tube core barrel and water flush. In several of the boreholes, such as BH5, diamond

coring was commenced prematurely due to the drilling resistance encountered within boulders

suggesting the presence of bedrock.

Borehole 11 was drilled on the low side of the seawall to the east of the existing dragon-boat

launching ramp. This location was drilled using a small track mounted drilling rig supported

immediately behind the seawall, with a scaffold platform supported on the bed of the bay providing

the working room behind the rig. This borehole was drilled using spiral auger techniques to minor

penetration into the bedrock, and was then extended using NMLC diamond coring techniques.

During the wash boring and augering of the soils, Standard Penetration Tests were completed,

together with the collection of “undisturbed” (U50) tube samples of the clayey soils.

The borehole locations were initially set out using a combination of triangulation and laser range

finder measurements from on shore structures and features. During the drilling of each borehole,

the location of the drill string was determined by a registered surveyor using theodolite

measurements. The reduced level of the surface at each borehole location was determined using

the survey results combined with tape measurements of the water depth. The surveyor also used

previous survey data provided by UrbanGrowth NSW, together with new on-land survey, to prepare

a contour plan of the property, including boundary locations and lot labels.

The borehole locations, together with their MGA Coordinates and reduced surface levels are

provided in the following table.

Borehole

Easting (m)

Northing (m)

Surface RL (m AHD)

1 332403 6250821 4.4

2 332399 6250799 3.8

3 332435 6250786 4.1

4 332469 6250772 4.8

5 332326 6250828 -1.3

6 332309 6250822 -7.0

7 332319 6250809 -2.6

8 332332 6250782 -6.9

9 332346 6250790 -2.2

10 332367 6250775 -4.9

11 332397 6250786 0.4

12 332394 6250762 -0.7


Borehole

Easting (m)

Northing (m)

Surface RL (m AHD)

13 332379 6250729 -5.2

14 332414 6250719 -4.1

15 332453 6250706 -1.4

16 332226 6250833 -8.5

17 332269 6250823 -5.9

18 332370 6250699 -6.1

19 332361 6250664 -7.4

The fieldwork was completed in the full-time presence of a geotechnical engineer who set out the

borehole locations, nominated the sampling and testing, and prepared the borehole logs.

The borehole logs are attached with this report, together with a glossary of the terms and symbols

used in the logs. The soil and rock descriptions contained in the logs are in accordance with

AS1726-1993.

The strength of the soils was estimated from the recorded SPT ‘N’ values, together with correlation

with the results of hand penetrometer tests completed on clayey samples recovered from the SPT

and U50 tubes, and hand vane shear tests completed on suitable U50 samples.

The strength of the bedrock in the augered and wash bored portions of the boreholes was assessed

by observation of the resistance to drilling, together with the examination of any drill cuttings

recovered. The assessment of rock strength in this way is relatively subjective, and variations of at

least one order of strength should not be unexpected. The strength of the bedrock in the cored

portions of the boreholes was assessed from the examination of the recovered core, and

subsequent correlation with the results of point load strength index tests completed on the core.

Samples of the soils were returned to a NATA registered laboratory, Soil Test Services (STS),

where they were tested for moisture content, Atterberg limits, linear shrinkage, particle size

distribution (including hydrometer analysis) and Emerson Class Number dispersion tests.

The results of these tests are summarised in the attached Tables A to C inclusive. Additional

samples were delivered to a NATA registered analytical laboratory, Envirolab Services, where they

were tested for soil pH, chloride content, sulphate content and resistivity. The results of these tests

are provided in the attached Envirolab Services Certificate of Analysis 140037.


The recovered core of the bedrock was placed in steel boxes and returned to STS where it was

colour photographed and point load strength index tests were carried out. Copies of the

photographs are provided with the borehole logs, while the point load strength test results are

summarised in Table D and are shown graphically on the cored borehole logs.

For further details of the investigation techniques adopted, and their limitations, reference should

be made to the attached Report Explanation Notes.

3 RESULTS OF INVESTIGATION

3.1 Site Description

The subject site is located on the south-western corner of the Pyrmont peninsula, below the

approach and eastern pylon of the ANZAC Bridge, on land sloping down to the south and south-

west towards Blackwattle Bay. Bank Street is located along the north-eastern side of the property,

and has been excavated into the hillside, resulting in near vertical sandstone cliff faces on the

northern side of the road. The subject site is a foreshore area bound to the north-east by Bank

Street, and the 30m to 40m of the site closest to Bank Street is relatively level. This relatively level

area is substantially gravel covered and contains carparking, boat storage and boat maintenance

facilities associated with the Blackwattle Bay Dragon Boat Club at the eastern end, and a partially

sealed Roads and Maritime Services compound at the western end.

The south-western part of the site slopes down to the south and west at approximately 15 degrees

with various grass covered embankments, sandstone rubble fill embankments and asphaltic

concrete surfaced ramps. Toward the south-eastern end of the site this embankment slope reduces

to between 5 and 15 degrees.

The southern foreshore is formed by 1.0m concrete and 1.5m to 2.0m high sandstone block

seawalls that appear to be in good condition. On the low side of the seawall, sandstone rubble

appears to have been placed to provide erosion protection to the toe of the wall. Over the central

and western portions of the seawall, there is a near level terrace of several metres width behind the

seawall. It appears that the site has been levelled, and that the western end of the site has been

reclaimed from Blackwattle Bay, probably during the construction of the ANZAC Bridge. Columns

supporting the approach to the ANZAC Bridge are located toward the eastern end of the site, while

the eastern pylon of the Bridge is located toward the western end of the site. A 1.8m high concrete

block retaining wall is located around the northern and eastern (high) sides of this eastern pylon.


At approximately mid-length of the seawall, a metal framed plastic mesh covered boat ramp

supported on concrete piers extends into Blackwattle Bay. An asphaltic concrete surfaced driveway

leads from the top of the ramp to the previously described boat storage level.

Several trees were located along the eastern boundary and eastern end of the southern boundary.

The hydrographic survey supplied by UrbanGrowth NSW shows the bed level of Blackwattle Bay

on the low side of the seawall to slope down to the south-west to a lowest level of -8m AHD.

To the north-west of the site is a dilapidated single storey brick warehouse, which appears to be

associated with an electricity substation, with a 2m high sandstone block seawall along its south-

western foreshore boundary. To the east of the site is a partially AC paved car parking area

associated with the neighbouring commercial premises.

3.2 Subsurface Conditions

The 1:100,000 Geological Series Sheet for Sydney 9130 shows the site to be underlain by

Hawkesbury Sandstone. In general terms, the on-shore portion of the site is underlain by fill

overlying sandstone bedrock, while the off-shore area contains both sands and clays over

sandstone bedrock. Many of the boreholes closer to the shore have disclosed significant amounts

of sandstone rubble of cobble and boulder size, within a matrix of clay and sand; this layer is

assumed to be from the reclamation of the site with sandstone rubble being pushed into the bay,

and at least some of the lower strength soil being displaced.

The subsurface conditions encountered during this investigation comprise five main units, including

one unit, Unit 4, which is split into two sub-units, Units 4A and 4B. Some of the characteristic

features of the materials encountered are described below. For further details of these strata,

reference should be made to the attached borehole logs.

UNIT 1

Unit 1 comprises granular terrestrial fill, mostly sand and gravelly sand with varying proportions of

silt, clay and sometimes sandstone cobbles. The fill was mostly moist, with the upper material

usually being assessed as well compacted, but reducing to moderately or poorly compacted with

depth. This unit had a maximum thickness of about 4.5m in the boreholes.


UNIT 2

Unit 2 comprises predominantly granular marine fill material, often comprising clayey sand or

gravelly sand, though in places comprises a significant proportion of sandstone cobbles and

boulders with an infill of sand or clayey sand. This material was assessed to be poorly compacted,

and likely comprises fill material pushed into the bay which has largely displaced the very soft clayey

soil from the near shore area. These soils had a maximum thickness of about 9m in the boreholes.

UNIT 3

The recent marine deposits comprise silty clay of high plasticity with high and very high moisture

contents and these have been termed Unit 3. These soils are of very soft strength and range in

thickness to about 5m.

UNIT 4

Unit 4 is a less consistent unit comprising both sands and clays, and has been subdivided into two

sub-units. Unit 4A comprises mostly silty sands and clayey sands which are of very loose or loose

relative density, but with bands of very soft to stiff silty clay. In the boreholes more remote from the

shore, this unit comprises predominantly clayey material. In the areas further offshore where there

are considerable thicknesses of clay soils there seems to be an inversion in the strength profile with

stiffer clays overlying softer clays; this may be due to dessication effects during deposition where

surface layers became exposed at some stage. Toward the base of Unit 4, the strength of the

clayey soils often reduces, and is as low as very soft or soft strength in the lower several metres of

the silty clay.

Unit 4B is a sub-unit within Unit 4 in which the sandy soils are generally of medium dense relative

density, and the clays are of stiff or very stiff strength.

UNIT 5

Unit 5 comprises sandstone bedrock, and was encountered from depths ranging between 1.2m and

25.4m below the existing surface levels. The majority of the sandstone was of medium or high

strength, though there were several boreholes where the sandstone was of much lower strength,

such as BH5, and others where there were bands of lower strength rock between layers of medium

or high strength sandstone, such as BH13 and BH18.

There were generally relatively few defects in the sandstone, and these comprised thin near

horizontal bedding partings, clay seams and extremely weathered seams, as well as steeply

inclined joints. There were also several boreholes where there were significantly more defects or

clusters of defects such as BH5, BH15, BH16, BH17 and BH18. There were also significant core


losses within the sandstone in several of the boreholes which usually represent extremely

weathered seams eroded by the water flush.

3.3 Laboratory Test Results

Soil

The moisture content test results returned values as high as 80% in the very soft clays, with many

results above 30%; moisture contents of this magnitude reflect the very low strength of these soils.

The Atterberg limits tests show the clayey soils are of high plasticity, with liquid limits ranging

between 52% and 70%, with linear shrinkage values ranging between 13.5% and 17.0%.

The particle size distribution tests, including the hydrometer analysis, confirm the soils to range

from silty clay, with up to 61% clay, to clayey sand and silty clayey sand.

The Emerson Class Number tests returned values of Class 1 or 2 for most of the samples tested

with fresh water, indicating a high potential for dispersion/erosion (refer to Table C). However Table

C1 presents the results of the same samples tested in ‘seawater’ prepared in the laboratory

returned values of Class 4, indicating a low to moderate dispersion potential for salt water

environments.

Soil Aggression

The samples tested for soil aggression returned results comprising soil pH ranging between 6.3

and 8.3, with sulphate contents between 22 and 2,600mg/kg and chloride contents between 69 and

9,900mg/kg. The resistivity values varied between 140 and 2,900 ohm.cm. These values, and the

presence of structures within the splash zone of seawater combine to produce a ‘severe’ exposure

classification.

Rock

The point load strength test results summarised in Table D correlate well with the field logging

assessment of rock strength. Correlations from the point load strength index tests suggest the

sandstone strength range up to about 48MPa, but with an average value of about 16MPa.


4 GENERAL COMMENTS

Occasionally, the subsurface conditions between the completed boreholes may be found to be

different (or may be interpreted to be different) from those expected. Variation can also occur with

groundwater conditions, especially after climatic changes. If such differences appear to exist, we

recommend that you immediately contact this office.

This report has been prepared for the particular project described and no responsibility is accepted

for the use of any part of this report in any other context or for any other purpose. If there is any

change in the proposed development described in this report then all recommendations should be

reviewed. Copyright in this report is the property of JK Geotechnics. We have used a degree of

care, skill and diligence normally exercised by consulting engineers in similar circumstances and

locality. No other warranty expressed or implied is made or intended. Subject to payment of all

fees due for the investigation, the client alone shall have a licence to use this report. The report

shall not be reproduced except in full.

CERTIFICATE OF ANALYSIS 140037

Client:

JK Geotechnics

PO Box 976

North Ryde BC

NSW 1670

Attention: Heather Walker

Sample log in details:

Your Reference: Proposed Promenade Facility, Pyrmont

No. of samples: 8 Soils

Date samples received / completed instructions received 13/01/16 / 13/01/16

Analysis Details:

Please refer to the following pages for results, methodology summary and quality control data.

Samples were analysed as received from the client. Results relate specifically to the samples as received.

Results are reported on a dry weight basis for solids and on an as received basis for other matrices.

Please refer to the last page of this report for any comments relating to the results.

Report Details:

Date results requested by: / Issue Date: 18/01/16 / 18/01/16

Date of Preliminary Report: Not Issued

NATA accreditation number 2901. This document shall not be reproduced except in full.

Accredited for compliance with ISO/IEC 17025. Tests not covered by NATA are denoted with *.

Results Approved By:

Page 1 of 6Envirolab Reference: 140037

Revision No: R 00

Client Reference: Proposed Promenade Facility, Pyrmont

Misc Inorg - Soil

Our Reference: UNITS 140037-1 140037-2 140037-3 140037-4 140037-5

Your Reference ------------

-

BH2 BH6 BH7 BH12 BH14

Depth ------------ 2.3-2.75 3.5-3.95 9.1-9.55 5.8-6.25 0.5-2.4

Date Sampled

Type of sample

14/12/2015

Soil

10/12/2015

Soil

11/12/2015

Soil

11/01/2016

Soil

14/12/2015

Soil

Date prepared - 14/01/2016 14/01/2016 14/01/2016 14/01/2016 14/01/2016

Date analysed - 14/01/2016 14/01/2016 14/01/2016 14/01/2016 14/01/2016

pH 1:5 soil:water pH Units 6.8 6.9 6.3 8.3 8.2

Chloride, Cl 1:5 soil:water mg/kg 440 1,600 1,000 69 9,900

Sulphate, SO4 1:5 soil:water mg/kg 150 160 120 22 2,600

Resistivity in soil* ohm m 19 5.3 5.7 29 1.4

Misc Inorg - Soil

Our Reference: UNITS 140037-6 140037-7 140037-8

Your Reference ------------

-

BH16 BH17 BH19

Depth ------------ 10.6-11.05 8.9-9.35 14.6-15.05

Date Sampled

Type of sample

23/12/2015

Soil

17/12/2015

Soil

8/01/2016

Soil

Date prepared - 14/01/2016 14/01/2016 14/01/2016

Date analysed - 14/01/2016 14/01/2016 14/01/2016

pH 1:5 soil:water pH Units 7.4 7.1 7.7

Chloride, Cl 1:5 soil:water mg/kg 1,900 1,000 1,400

Sulphate, SO4 1:5 soil:water mg/kg 150 86 27

Resistivity in soil* ohm m 4.3 3.3 4.9


Revision No: R 00


Method ID Methodology Summary

Inorg-001 pH - Measured using pH meter and electrode in accordance with APHA latest edition, 4500-H+. Please note

that the results for water analyses are indicative only, as analysis outside of the APHA storage times.

Inorg-081 Anions - a range of Anions are determined by Ion Chromatography, in accordance with APHA latest edition,

4110-B. Alternatively determined by colourimetry/turbidity using Discrete Analyer.

Inorg-002 Conductivity and Salinity - measured using a conductivity cell at 25oC in accordance with APHA 22nd ED 2510

and Rayment & Lyons. Resistivity is calculated from Conductivity.


Revision No: R 00


QUALITY CONTROL UNITS PQL METHOD Blank Duplicate

Sm#

Duplicate results Spike Sm# Spike %

Recovery

Misc Inorg - Soil Base ll Duplicate ll %RPD

Date prepared - 14/01/2

016

140037-1 14/01/2016 || 14/01/2016 LCS-1 14/01/2016

Date analysed - 14/01/2

016

140037-1 14/01/2016 || 14/01/2016 LCS-1 14/01/2016

pH 1:5 soil:water pH Units Inorg-001 [NT] 140037-1 6.8 || 6.8 || RPD: 0 LCS-1 101%

Chloride, Cl 1:5

soil:water

mg/kg 10 Inorg-081 <10 140037-1 440 || 380 || RPD: 15 LCS-1 101%

Sulphate, SO4 1:5

soil:water

mg/kg 10 Inorg-081 <10 140037-1 150 || 110 || RPD: 31 LCS-1 108%

Resistivity in soil* ohm m 1 Inorg-002 <1.0 140037-1 19 || 21 || RPD: 10 [NR] [NR]

QUALITY CONTROL UNITS Dup. Sm# Duplicate Spike Sm# Spike % Recovery

Misc Inorg - Soil Base + Duplicate + %RPD

Date prepared - [NT] [NT] 140037-2 14/01/2016

Date analysed - [NT] [NT] 140037-2 14/01/2016

pH 1:5 soil:water pH Units [NT] [NT] [NR] [NR]

Chloride, Cl 1:5 soil:water mg/kg [NT] [NT] 140037-2 #

Sulphate, SO4 1:5

soil:water

mg/kg [NT] [NT] 140037-2 #

Resistivity in soil* ohm m [NT] [NT] [NR] [NR]


Revision No: R 00


Report Comments:

# Percent recovery is not possible to report due to the high concentration

of the element/s in the sample/s. However an acceptable recovery was

obtained for the LCS.

Asbestos ID was analysed by Approved Identifier: Not applicable for this job

Asbestos ID was authorised by Approved Signatory: Not applicable for this job

INS: Insufficient sample for this test PQL: Practical Quantitation Limit NT: Not tested

NR: Test not required RPD: Relative Percent Difference NA: Test not required

<: Less than >: Greater than LCS: Laboratory Control Sample


Revision No: R 00


Quality Control Definitions

Blank: This is the component of the analytical signal which is not derived from the sample but from reagents,

glassware etc, can be determined by processing solvents and reagents in exactly the same manner as for samples.

Duplicate : This is the complete duplicate analysis of a sample from the process batch. If possible, the sample

selected should be one where the analyte concentration is easily measurable.

Matrix Spike : A portion of the sample is spiked with a known concentration of target analyte. The purpose of the matrix

spike is to monitor the performance of the analytical method used and to determine whether matrix interferences exist.

LCS (Laboratory Control Sample) : This comprises either a standard reference material or a control matrix (such as a blank

sand or water) fortified with analytes representative of the analyte class. It is simply a check sample.

Surrogate Spike: Surrogates are known additions to each sample, blank, matrix spike and LCS in a batch, of compounds

which are similar to the analyte of interest, however are not expected to be found in real samples.

Laboratory Acceptance Criteria

Duplicate sample and matrix spike recoveries may not be reported on smaller jobs, however, were analysed at a frequency

to meet or exceed NEPM requirements. All samples are tested in batches of 20. The duplicate sample RPD and matrix

spike recoveries for the batch were within the laboratory acceptance criteria.

Filters, swabs, wipes, tubes and badges will not have duplicate data as the whole sample is generally extracted

during sample extraction.

Spikes for Physical and Aggregate Tests are not applicable.

For VOCs in water samples, three vials are required for duplicate or spike analysis.

Duplicates: <5xPQL - any RPD is acceptable; >5xPQL - 0-50% RPD is acceptable.

Matrix Spikes, LCS and Surrogate recoveries: Generally 70-130% for inorganics/metals; 60-140%

for organics (+/-50% surrogates) and 10-140% for labile SVOCs (including labile surrogates), ultra trace organics

and speciated phenols is acceptable.

In circumstances where no duplicate and/or sample spike has been reported at 1 in 10 and/or 1 in 20 samples

respectively, the sample volume submitted was insufficient in order to satisfy laboratory QA/QC protocols.

When samples are received where certain analytes are outside of recommended technical holding times (THTs),

the analysis has proceeded. Where analytes are on the verge of breaching THTs, every effort will be made to analyse

within the THT or as soon as practicable.

Where sampling dates are not provided, Envirolab are not in a position to comment on the validity

of the analysis where recommended technical holding times may have been breached.


Revision No: R 00

ES

U50

DB

DS

APPPEARSMODERATELYTO WELL COMPACTED

HIGH 'TC' BITRESISTANCE

EL

H

D

M

W

XW

DW

N=SPT11/ 150mmREFUSAL

N > 2014,15,5/50mm

REFUSAL

N = 113,2,9

N=SPT8/ 80mm

REFUSAL

ON

CO

MP

LET

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OF

AU

GE

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- ASPHALTIC CONCRETE: 15mm.t

FILL: Sand, fine to coarse grained, greybrown, with fine to medium grainedigneous gravel.

FILL: Silty gravelly sand, fine grained,dark brown grey, fine to coarse grainedigneous and sandstone gravel, withceramic fragments.

FILL: Silty sand, fine to medium grained,black, trace of slag.

FILL: Sand, fine to coarse grained,brown, with fine to coarse grainedsandstone gravel, trace of sandstonecobbles and clay.

FILL; Clayey sand, fine to mediumgrained, dark grey.

SANDSTONE: fine to medium grained,light grey.

REFER TO CORED BOREHOLE LOG

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ests

COPYRIGHT

Logged/Checked By: A.B./P.W.

Method: SPIRAL AUGERJob No.: 28974SP

Date: 14/12/15

Plant Type: JK350

R.L. Surface: 4.4 m

Datum: AHD

1 / 2

1Borehole No.

BOREHOLE LOG

JKGEOTECHNICAL AND ENVIRONMENTAL ENGINEERS

Geotechnics

Client: URBAN GROWTH NSW

Project: BANK STREET COMMERCIAL WHARF

Location: BANK STREET, PYRMONT, NSW

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DESCRIPTIONSAMPLES

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6

RE

CO

VE

RY

= 1

00%

0%

RE

TU

RN

SANDSTONE: fine to medium grained,brown, bedded at 5-15°.

SANDSTONE: fine to medium grained,brown and red brown, bedded at 5-15°.

SANDSTONE: fine to medium grained,orange brown and red brown, bedded at5-15°.

START CORING AT 4.66m

END OF BOREHOLE AT 7.83 m

HDW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:03

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC

Inclination: VERTICAL

Bearing: N/A

Job No.: 28974SP

Date: 14/12/15

Plant Type: JK350

GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS

JK Geotechnics

CORED BOREHOLE LOG

R.L. Surface: 4.4 m

Datum: AHD


2 / 2

1Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10

Rock Type, grain characteristics, colour,structure, minor components. Type, inclination, thickness,

planarity, roughness, coating.

Str

engt

h

Wea

ther

ing

(5.19m) J, 20°, P, S

(5.47m) J, 90°, P, S

(6.16m) J, 90°, P, S

(6.73m) Be, 5°, P, R, IS

(7.78m) CS, 0°, 3 mm.t

0

-1

-2

-3

-4

-5

-6

Dep

th (

m)

5

6

7

8

9

10

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

GRAVEL COVER

APPEARS WELL COMPACTED

APPEARSMODERATELYCOMPACTED

SUSPECTEDSANDSTONE BOULDER

Nc =

D

M

W

N = 73,4,3

N = 103,4,6O

N C

OM

PLE

TIO

NO

F A

UG

ER

ING

FILL: Gravelly sand, fine to coarsegrained, grey brown, concrete fragmentsand crushed igneous rock, with silt andsandstone cobbles.

FILL: Silty sand, fine to medium grained,dark grey.

FILL: Clayey sand, fine to coarsegrained, orange brown, trace ofsandstone gravel.

FILL: Gravelly sand, fine to coarsegrained, orange brown and dark grey,with sandstone gravel.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 14/12/15

Plant Type: JK350

R.L. Surface: 3.8 m

Datum: AHD

1 / 2

2Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:03

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

16

12

8

3

2

1

0

-1

-2

-3

Dep

th (

m)

1

2

3

4

5

6

RE

CO

VE

RY

= 1

9%R

EC

OV

ER

Y =

95%

CORE LOSS 0.60m

SANDSTONE: fine to medium grained,red brown.

CORE LOSS 0.17m

SANDSTONE: fine to medium grained,red brown, bedded at 10-20°.

SANDSTONE: fine to medium grained,orange brown and red brown, with lightgrey bands, bedded at 5-20°.

SANDSTONE: fine to medium grained,orange brown, with brown bands, beddedat 10-20°.

as above,but bedded at 5-15°.

SANDSTONE: fine to coarse grained, redbrown and orange brown, bedded at5-15°.



H

M

H

DW

DW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:03

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 14/12/15

Plant Type: JK350


JK Geotechnics

CORED BOREHOLE LOG

R.L. Surface: 3.8 m

Datum: AHD


2 / 2

2Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(6.30m) Be, 10°, P, R, IS

(6.60m) CS, 15°, 4 mm.t

(7.57m) CS, 20°, 7 mm.t

(8.15m) Be, 10°, P, R, IS

-1

-2

-3

-4

-5

-6

-7

Dep

th (

m)

5

6

7

8

9

10

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

APPEARSWELLCOMPACTED

APPEARSPOORLYCOMPACTED

VERY LOW 'TC' BITRESISTANCE

LOW RESISTANCE

EL

VL

D

M

XW

DW


N = 228,10,12

N = 63,3,3

DR

Y O

NC

OM

PLE

TIO

N O

F A

UG

ER

ING

-

FILL: Silty gravelly sand, fine to coarsegrained, grey brown, fine to coarsegrained igneous and sandstone gravel,with ceramic fragments, trace ofconcrete fragments and ash.

FILL: Silty sand, fine to coarse grained,grey, with fine to medium grainedigneous and sandstone gravel.

FILL: Silty sand, fine to coarse grained,dark grey, with fine to medium grainedigneous gravel, trace of slag.

FILL: Sand, fine to medium grained,grey brown and brown, with fine tocoarse grained sandstone and igneousgravel, trace of ash and clay.

FILL: Clayey silty sand, fine to mediumgrained, brown and grey, with fine tomedium grained sandstone gravel, traceof ash.

SANDSTONE: fine to medium grained,light grey and brown.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 15/12/15

Plant Type: JK350

R.L. Surface: 4.1 m

Datum: AHD

1 / 2

3Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:03

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

4

3

2

1

0

-1

-2

Dep

th (

m)

1

2

3

4

5

6

RE

CO

VE

RY

= 1

00%

100

%R

ET

UR

N

SANDSTONE: fine to medium grained,light grey, bedded at 0-10°.

SANDSTONE: fine to medium grained,light grey, with grey bands, bedded at0-10°.

as above,but fine to coarse grained, bedded at10-15°.



M

H

SW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:03

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 15/12/15

Plant Type: JK350


JK Geotechnics

CORED BOREHOLE LOG

R.L. Surface: 4.1 m

Datum: AHD


2 / 2

3Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(6.99m) CS, 0°, 20 mm.t

(7.14m) XWS, 5°, 1 mm.t

1

0

-1

-2

-3

-4

-5

Dep

th (

m)

4

5

6

7

8

9

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

APPEARSWELLCOMPACTED

HIGH 'TC' BITRESISTANCE

EL - VL

H

D

M

XW - DW

DW

N = 158,7,8


DR

Y O

NC

OM

PLE

TIO

N O

F A

UG

ER

ING

-

FILL: Silty gravelly sand, fine to coarsegrained, grey brown, fine to coarsegrained igneous and sandstone gravel,with ceramic fragments, trace of igneousand sandstone cobbles.

FILL: Silty sand, fine to medium grained,dark grey, with fine to coarse grainedigneous and sandstone gravel, trace offine to medium grained ironstone gravel,slag and ash.

SANDSTONE: fine to medium grained,light grey, with iron indurated bands.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 15/12/15

Plant Type: JK350

R.L. Surface: 4.8 m

Datum: AHD

1 / 2

4Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:03

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

4

3

2

1

0

-1

-2

Dep

th (

m)

1

2

3

4

5

6

RE

CO

VE

RY

= 7

6%R

EC

OV

ER

Y =

100

%R

EC

OV

ER

Y =

100

%

100

%R

ET

UR

N

SANDSTONE: fine to medium grained,red brown and orange brown, bedded at0-10°.

CORE LOSS 0.15m

SANDSTONE: fine to medium grained,red brown, bedded at 0-10°.

SANDSTONE: fine to medium grained,light grey, bedded at 0-5°.

as above,but orange brown.

SANDSTONE: fine to coarse grained, redbrown and light grey, with fine to mediumgrained quartz inclusions.

SANDSTONE: fine to coarse grained,light grey, bedded at 0-5°.



H

L - M

M

DW

DW

SW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 15/12/15

Plant Type: JK350


JK Geotechnics

CORED BOREHOLE LOG

R.L. Surface: 4.8 m

Datum: AHD


2 / 2

4Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(2.20m) Be, 0°, P, S

(2.65m) CS, 0°, 150 mm.t

(3.17m) J, 90°, P, S

(4.02m) XWS, 0°, 16 mm.t

(4.18m) J, 50°, P, R(4.21m) CS, 0°, 1-3mm.t

3

2

1

0

-1

-2

-3

Dep

th (

m)

2

3

4

5

6

7

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

RESISTANCE ON CASINGADVANCER

HIGH RESISTANCE ONCASING ADVANCER

-W

N = 4316,16,27

FILL: Clayey sand, fine to coarsegrained, light grey, with weatheredsandstone boulders and cobbles.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT

Logged/Checked By: H.W./P.W.

Method: CASING ADVANCERJob No.: 28974SP

Date: 11/12/15

Plant Type: JK305

R.L. Surface: -1.3 m

Datum: AHD

1 / 3

5Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-2

-3

-4

-5

-6

-7

-8

Dep

th (

m)

1

2

3

4

5

6

RE

CO

VE

RY

= 1

8%R

EC

OV

ER

Y =

5%

CORE LOSS 2.53m

FILL: Sandstone gravel, cobbles andboulders, light grey and red brown.

CORE LOSS 2.85m

FILL: Sandstone gravel, cobbles andboulders, light grey and red brown.

CORE LOSS 2.90m


M

M

DW

DW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 11/12/15

Plant Type: JK305


JK Geotechnics

CORED BOREHOLE LOG


Datum: AHD


2 / 3

5Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

-4

-5

-6

-7

-8

-9

-10

Dep

th (

m)

3

4

5

6

7

8

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

RE

CO

VE

RY

= 5

%R

EC

OV

ER

Y =

82%

RE

CO

VE

RY

= 7

6%

CORE LOSS 2.90m (continued)

FILL: Sandstone cobbles and boulders,light grey and red brown.

CORE LOSS 0.54m

FILL: Sandstone cobbles and boulders,light grey and orange brown.

SANDSTONE: fine to coarse grained,orange brown and red brown, bedded at5-15°.

as above,but light grey.

as above,but light grey, yellow brown and redbrown, bedded at 5-15°.

CORE LOSS 0.25m

SANDSTONE: fine to medium grained,light grey.


M

M

M

L

EL

L

L

EL

DW

DW

DW

XW

DW

DW

XW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 11/12/15

Plant Type: JK305


JK Geotechnics

CORED BOREHOLE LOG


Datum: AHD


3 / 3

5Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(13.34m) J, 30°, P, R

-11

-12

-13

-14

-15

-16

-17

Dep

th (

m)

10

11

12

13

14

15

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

NOTE: LOGGING TO 2.5mBASED UPON LIMITEDSAMPLE RETURN

MARINE

PROBABLY RESIDUAL

St - VSt

L / VSt

L

100200190

300110220

W

MC>PL

W /MC>PL

N=01,0,0

N = 93,4,5

N = 73,3,4

N = 52,2,3

CH

CL / SC

SC

FILL: Silty clay, medium plasticity, darkgrey, with fine to medium grainedsandstone gravel, trace of cobbles andboulders.

SILTY CLAY: high plasticity, light greyand yellow brown.

as above,but with sand.

SANDY CLAY/CLAYEY SAND: fine tomedium grained, medium plasticity, lightgrey and yellow brown, with red browniron indurated pockets.

SILTY CLAYEY SAND: fine to coarsegrained, light grey and yellow brown,trace of medium grained sandstonegravel.

Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 10/12/15

Plant Type: JK305

R.L. Surface: -7 m

Datum: AHD

1 / 3

6Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-8

-9

-10

-11

-12

-13

Dep

th (

m)

1

2

3

4

5

6

ES

U50

DB

DS


(L - MD)WSC SILTY CLAYEY SAND: fine to coarsegrained, light grey and yellow brown,with bands of hard clay, trace of mediumgrained sandstone gravel.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 10/12/15

Plant Type: JK305

R.L. Surface: -7 m

Datum: AHD

2 / 3

6Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-15

-16

-17

-18

-19

-20

Dep

th (

m)

8

9

10

11

12

13

RE

CO

VE

RY

= 2

9%R

EC

OV

ER

Y =

96%

CORE LOSS 2.12m

SANDY CLAY: high plasticity, light greyand red brown.

CLAYEY SAND: fine to coarse grained,grey.


CORE LOSS 0.12m

SANDSTONE: fine to medium grained,orange and red brown, bedded at 0-10°.

as above,but orange brown, red brown and lightgrey, bedded at 5-15°.

as above,but light grey, with occasional dark greylaminae, bedded at 5-15°.



St

(MD)

EL

M

H

MC>PL

M

XW

DW

SW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 10/12/15

Plant Type: JK305


JK Geotechnics

CORED BOREHOLE LOG

R.L. Surface: -7 m

Datum: AHD


3 / 3

6Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(10.25m) HP TESTING; 140,150kPa

(11.65m) XWS, 0°, 40 mm.t(11.67m) J, 40°, P, R(11.72m) J, 70°, P, R

(12.03m) XWS, 15°, 2 mm.t

(13.05m) XWS, 0°, 1 mm.t(13.06m) XWS, 0°, 2 mm.t

-16

-17

-18

-19

-20

-21

Dep

th (

m)

9

10

11

12

13

14

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

RESISTANCE OF CASINGADVANCER

SMALL SPT SAMPLE

RESISTANCE ON CASINGBOULDERS ANDCOBBLES

APPEARS POORLYCOMPACTED

LOW RESISTANCE ONCASING ADVANCER

APPEARS MODERATELYCOMPACTED

BANDS OF RESISTANCEON CASING ADVANCER

RESISTANCE OF CASINGADVANCER

W

N = 184,3,15

N = 44,2,2

N = 153,5,10

N = 1512,8,7

FILL: Sandstone cobbles, fine tomedium grained, light grey, in clayeysand matrix.

FILL: Sand, fine to coarse grained, lightgrey, with medium to coarse grainedsandstone gravel.

FILL: Sandstone boulders and cobbles,in a clayey sand matrix.

FILL: Sand, fine to coarse grained, lightgrey, with medium to coarse grainedsandstone gravel, trace of silt fines.

as above,but with sandstone cobbles an boulders.

FILL: Gravelly sand, fine to coarsegrained, grey, fine to coarse grainedsandstone gravel, trace of clay and siltfines.

FILL: Sandstone boulders and cobblesin a clayey sand matrix.

Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 11/12/15

Plant Type: JK305


Datum: AHD

1 / 4

7Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-3

-4

-5

-6

-7

-8

-9

Dep

th (

m)

1

2

3

4

5

6

ES

U50

DB

DS

HIGH CASINGRESISTANCE

0.4m BAND OFRESISTANCE ON CASINGADVANCER

DROP OFF IN CASINGADVANCER RESISTANCE

L

MD

W

W

N = 53,2,3

N = 85,4,4

N = 44,2,2

N = 204,10,10

SC

FILL: Sandstone boulders and cobblesin a clayey sand matrix.

SILTY CLAYEY SAND: fine to coarsegrained, yellow brown.

as above,but red brown and yellow brown.

as above,but grey.

as above,but light grey.

Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 11/12/15

Plant Type: JK305


Datum: AHD

2 / 4

7Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-10

-11

-12

-13

-14

-15

-16

Dep

th (

m)

8

9

10

11

12

13

ES

U50

DB

DS


MD

(M)

W

DW

SC

-

SILTY CLAYEY SAND: fine to coarsegrained, light grey.



Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 11/12/15

Plant Type: JK305


Datum: AHD

3 / 4

7Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-17

-18

-19

-20

-21

-22

-23

Dep

th (

m)

15

16

17

18

19

20

RE

CO

VE

RY

= 1

00%

SANDSTONE: fine to medium grained,red brown, orange brown and light grey,bedded at 0-10°.

SANDSTONE: fine to medium grained,light grey, with dark grey laminae, beddedat 5-15°.



H

M

H

DW

SW

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 11/12/15

Plant Type: JK305


JK Geotechnics

CORED BOREHOLE LOG


Datum: AHD


4 / 4

7Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(15.89m) J, 90°, Un, R

(16.34m) XWS, 15°, 5 mm.t

(17.25m) CS, 0°, 1 mm.t

(17.39m) CS, 0°, 1 mm.t

-18

-19

-20

-21

-22

-23

-24

Dep

th (

m)

16

17

18

19

20

21

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

ES

U50

DB

DS

MARINE

LITTLE SAMPLE IN SPT

LITTLE SAMPLE IN SPT

VL

L

VL

L

W

N=01,0,0

N = 82,4,4

N = 31,2,1

N = 86,5,3

N = 61,3,3

SP

SC

SP

SC

SAND: fine to medium grained, grey,with clay and silt fines.

CLAYEY SAND: fine to coarse grained,yellow brown, with silt.

SAND: fine to medium grained, grey andbrown.

SAND: fine to medium grained, grey andbrown, with shells, trace of fine tomedium grained ironstone gravel.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 16/12/15

Plant Type: JK305


Datum: AHD

1 / 3

8Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-7

-8

-9

-10

-11

-12

-13

Dep

th (

m)

1

2

3

4

5

6

ES

U50

DB

DS

BANDED RESISTANCEON CASING ADVANCER

L

VL

M

W

DW

N = 33,1,2

SC

-


as above,but with medium to coarse grainedsandstone gravel.

SANDSTONE: fine to coarse grained,yellow brown, with XW bands.


Gro

undw

ater

Rec

ord

RL

(m A

HD

)

Str

engt

h/R

el D

ensi

ty

Han

dP

enet

rom

ete

rR

eadi

ngs

(kP

a)

Remarks

Moi

stu

reC

ondi

tion/

Wea

ther

ing

Fie

ld T

ests

COPYRIGHT



Date: 16/12/15

Plant Type: JK305


Datum: AHD

2 / 3

8Borehole No.

BOREHOLE LOG


Geotechnics




JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K A

UG

ER

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel


Gra

phic

Log

Uni

fied

Cla

ssifi

catio

n

DESCRIPTIONSAMPLES

-14

-15

-16

-17

-18

-19

-20

Dep

th (

m)

8

9

10

11

12

13

RE

CO

VE

RY

= 8

2%R

EC

OV

ER

Y =

100

%

SANDSTONE: fine to coarse grained,orange brown.

CORE LOSS 0.54m

SANDSTONE: fine to coarse grained,orange brown, bedded at 5-15°.

as above,but with fine to medium grained quartzinclusions.

SANDSTONE: fine to medium grained,light grey, with occasional dark greylaminae, bedded at 5-15°.



EL

M

H

XW

DW

SW

FR

Wat

erLo

ss\L

evel

Bar

rel L

ift

RL

(m A

HD

)

JK_L

IB_C

UR

RE

NT

- V

8.00

.GLB

Log

J &

K C

OR

ED

BO

RE

HO

LE -

MA

ST

ER

289

74S

P P

YR

MO

NT

.GP

J <

<D

raw

ingF

ile>

> 1

9/05

/201

7 11

:04

Pro

duc

ed b

y gI

NT

Pro

fess

iona

l, D

evel

oped

by

Dat

gel




COPYRIGHT

Core Size: NMLC


Bearing: N/A

Job No.: 28974SP

Date: 16/12/15

Plant Type: JK305


JK Geotechnics

CORED BOREHOLE LOG


Datum: AHD


3 / 3

8Borehole No.


General

DESCRIPTION

EL

VL

L M H VH

EH

POINT LOADSTRENGTH

INDEXIs(50)

CORE DESCRIPTION

Specific500

300

100

50 30 10

DEFECT DETAILS

Gra

phic

Log

-0.0

3

-0.1

-0.3

-1 -3 -10



Str

engt

h

Wea

ther

ing

(10.16m) Be, 0°, P, R

(10.29m) Be, 0 - 10°, Un, R, XW INFILL(10.35m) Be, 10°, P, R

(12.07m) XWS, 10°, 50 mm.t

-15

-16

-17

-18

-19

-20

-21

Dep

th (

m)

9

10

11

12

13

14

DEFECTSPACING

(mm)

DEFECTSPACING

(mm)

Documents

FACTUAL GEOTECHNICAL REPORT TO URBANGROWTH NSW ON