REPORT TO SYDNEY MARKETS LIMITED ON GEOTECHNICAL ... · c) the terms of contract between JK and the...

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

REPORT

TO

SYDNEY MARKETS LIMITED

ON

GEOTECHNICAL INVESTIGATION

FOR

PROPOSED WAREHOUSE Z

AT

222 TO 236 PARRAMATTA ROAD, HOMEBUSH WEST, NSW

21 June 2016

Ref: 26831SBrpt

26831SBrpt Page ii

Date: 21 June 2016 Report No: 26831SBrpt Revision No: 0

Report prepared by: Daniel Bliss Senior Associate I Geotechnical Engineer

Report reviewed by: Paul Stubbs Principal I 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 (JKG) for its Client, and is intended for the use only by that Client. This Report has been prepared pursuant to a contract between JKG and its Client and is therefore subject to:

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

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

c) the terms of contract between JK and the Client, including terms limiting the liability of JKG. 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 JKG 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, JKG accepts no liability whatsoever, in respect of any loss or damage suffered by any such third party. At the Company’s discretion, JKG may send a paper copy of this report for confirmation. In the event of any discrepancy between paper and electronic versions, the paper version is to take precedence. JKG shall not be liable or responsible for the incidental or consequential damage in connection with, or arising out of, the use of the information attached. The USER shall ascertain the accuracy and the suitability of this information for the purpose intended; reasonable effort is made at the time of assembling this information to ensure its integrity. The recipient is not authorised to modify the content of the information supplied without the prior written consent of JKG.

26831SBrpt Page iii

TABLE OF CONTENTS

1 INTRODUCTION 1

2 INVESTIGATION PROCEDURE 1

3 RESULTS OF INVESTIGATION 2

3.1 Site Description 2

3.2 Subsurface Conditions 3

3.3 Laboratory Test Results 4

4 COMMENTS AND RECOMMENDATIONS 5

4.1 Excavation 5

4.2 Groundwater 6

4.3 Retention 7

4.4 Footings 9

4.5 Pavements and Floor Slabs 10

5 GENERAL COMMENTS 11

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

STS TABLE B: FOUR DAY SOAKED CALIFORNIA BEARING RATIO TEST REPORT

ENVIROLAB SERVICES REPORT NO: 147992

BOREHOLE LOGS 101 TO 108 INCLUSIVE

FIGURE 1: SITE LOCATION PLAN

FIGURE 2: BOREHOLE LOCATION PLAN

FIGURE 3: GRAPHICAL BOREHOLE SUMMARY

VIBRATION EMISSION DESIGN GOALS

REPORT EXPLANATION NOTES

26831SBrpt Page 1

1 INTRODUCTION

This report presents the results of a geotechnical investigation for a proposed Warehouse Z at 222

to 236 Parramatta Road, Homebush West, NSW. The investigation was commissioned by

Mr Martin Forster of Sydney Markets Limited, and was carried out in accordance with our proposal

dated 23 May 2016, Ref: P42515B.

As shown on the supplied architectural plans by Koturic and Co. Pty Ltd (Job No. 1602, Drawing

No. WS-01, 02 and 03, dated April 2016) the proposed development will comprise construction of

a new warehouse following demolition of the existing structures. The warehouse will extend to the

eastern, western and southern boundaries and will be setback 6m from its northern boundary. On

part of the southern side of the warehouse will be an external loading dock pavement, accessed off

Dalton Avenue. A basement car park is proposed below the main warehouse, with the basement

level at RL5.75m. This will require excavation ranging from about 0.5m at the western end to about

4m at the eastern end. The warehouse will contain a mezzanine office level.

We understand that an alternate development option is being considered with two basement levels

below the warehouse. We have assumed that this option would require excavation to maximum

depths of about 7m.

The purpose of the investigation was to obtain geotechnical information on subsurface conditions

as a basis for comments and recommendations on excavation, groundwater, retention, footings

and pavement design.

This geotechnical investigation was carried out in conjunction with a Stage 2 Environmental Site

Assessment by our specialist division, Environmental Investigation Services (EIS). Reference

should be made to the separate report by EIS, Ref: E26831Krpt2, for the results of the

environmental site assessment.

2 INVESTIGATION PROCEDURE

Boreholes BH101 to BH108 were auger drilled using our truck mounted JK350 rig to depths ranging

from 5.7m to 9m below the existing ground surface. The borehole locations, as shown on Figure 2,

were dictated to some extent by cars and other stored equipment throughout the site and were set

out using taped measurements from existing surface features. The approximate surface levels, as

shown on the borehole logs, were estimated by interpolation between spot levels and contours

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shown on the supplied survey plan by CBD Surveying Services Pty Ltd (Ref: 357212, dated

23/10/12). The datum of the levels is Australian Height Datum (AHD).

The apparent compaction of the fill and the strength of the natural soils were assessed from

Standard Penetration Test (SPT) ‘N’ values, augmented by hand penetrometer readings on

cohesive samples recovered in the SPT split tube sampler. The strength of the underlying shale

bedrock was assessed by observation of the auger penetration resistance using a tungsten carbide

(TC) drill bit, together with examination of the recovered rock cuttings and subsequent correlations

with moisture content test results. It should be noted that strengths assessed in this way are

approximate and variances of one strength order should not be unexpected.

Groundwater observations were made during and on completion of auger drilling. Groundwater

monitoring wells were installed within BH102 and BH107 on completion and groundwater

measurements taken by EIS 7 days after drilling. No longer term groundwater monitoring has been

carried out.

Our geotechnical engineer, Mr Michael Serra, was present full time on site during the fieldwork and

set out the borehole locations, nominated the sampling and testing, and logged the subsurface

profile. The borehole logs are presented with this report, together with a set of explanatory notes,

which describe the investigation techniques, and their limitations, and define the logging terms and

symbols used.

Selected samples were returned to Soil Test Services Pty Ltd (STS) and Envirolab Services Pty

Ltd, both NATA accredited laboratories, for testing to determine moisture contents, Atterberg limits,

linear shrinkages, standard compaction properties, four day soaked CBR values, pH, sulphate

content, chloride content and resistivity. The results of the laboratory testing are summarised in

STS Tables A and B and Envirolab report No. 147992. Samples were also collected from the

boreholes for testing as part of the environmental site assessment by EIS.

3 RESULTS OF INVESTIGATION

3.1 Site Description

The site is located within gently undulating terrain, and itself slopes down towards the north-west

at about 2 to 5. The site consists of seven allotments, but is operating as four properties, 222,

232, 234 and 236 Parramatta Road, from east to west.

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At the time of the investigation all four properties where trading as car yards and/or mechanics

workshops. The site was occupied by numerous metal and brick, one and two storey structures,

separated by concrete, asphaltic concrete (AC) and bituminous (sprayed seal) pavements. The

structures and pavement appeared in fair to good external condition based upon a cursory

inspection; with some cracking noted within the pavements.

The site is bound to the north by Parramatta Road and to the south by Dalton Avenue. On the

southern side of Dalton Avenue is a large metal clad warehouse, retained about 2m above Dalton

Avenue by a concrete retaining wall at its western end and level with Dalton Avenue at its eastern

end. To the west of the site is a service station consisting of a rendered brick and metal building

surrounded by concrete pavements, petrol tanks and bowsers and metal awnings; one of which

adjoins the western boundary of the subject site. The building appeared to be in good external

condition based upon a cursory inspection.

To the east is another caryard (218 to 220 Parramatta Road) and a vacant lot (Part of 1 to 9

Smallwood Avenue). No. 218 to 220 Parramatta Road comprises mainly concrete pavements with

a rendered brick structure located in its south-eastern corner. No. 1 to 9 Smallwood Avenue has a

gravel surface surrounded by colourbond fencing.

3.2 Subsurface Conditions

Reference to the Sydney 1:100,000 geological series sheet indicates that the site is underlain by

Ashfield Shale of the Wianamatta Group.

In summary, the boreholes encountered concrete, asphaltic concrete (AC) and bituminous

pavements and predominantly shallow fill covering residual silty clay that graded into weathered

shale. Further comments on the subsurface conditions encountered are provided below.

Reference should be made to the borehole logs for detailed descriptions of the subsurface

conditions encountered. A graphical summary of the borehole information is presented as Figure 3.

Pavements

The pavements at the site vary, with asphaltic concrete (AC) encountered in BH104 to BH106 of

and 40mm to 50mm thickness; concrete encountered below the AC in BH6 of 150mm thickness;

concrete encountered in BH102, BH107 and BH108 of 70mm to 150mm thickness; and a

bituminous sprayed seal encountered in BH101 and BH103.

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Fill

Fill was encountered in all boreholes to depths ranging from 0.3m to 1.0m. This fill predominantly

comprised silty clay with igneous, sandstone and ironstone gravel. In general, the fill was assessed

to be moderately compacted.

Residual Silty Clay

The residual silty clay was assessed to be of high plasticity and generally of very stiff to hard

strength.

Weathered Shale

Weathered shale was encountered in all boreholes at depths ranging from 2.0m to 3.8m. Generally,

the shale was assessed to be extremely weathered and of extremely low strength on first contact

with bands of medium strength iron indurated shale. With depth the shale was assessed to be

distinctly weathered and then slightly weathered and of low strength and then medium strength.

Shale of at least low strength was encountered below depths ranging from 3.5m to 5.5m. BH102

to BH107 refused within high strength shale at depths ranging from 5.7m to 7.4m, with BH101 and

BH108 able to be drilled to depths of 9m.

Groundwater

Groundwater was measured on completion of BH101 to BH103 and BH106 to BH108 at variable

depths ranging from 2.7m to 8.5m. Within the monitoring wells installed in BH102 and BH107,

groundwater level were measured by EIS 7 days after drilling at depths of 0.9m and 3.14m,

respectively.

3.3 Laboratory Test Results

Based on the Atterberg limits and linear shrinkage test results, the silty clay samples tested are of

high plasticity and are assessed to have a moderate potential for shrink/swell reactivity with

changes in moisture content.

The four day soaked CBR tests on samples of the silty clay compacted to 98% of its Standard

Maximum Dry Density (SMDD) gave CBR values of 2.5% and 3.0%.

The moisture content test results on samples of the shale showed reasonably good correlation with

our field assessment of rock strength.

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The soil pH values of the samples tested ranged from 5.0 to 7.2, indicating alkaline to acidic

conditions. The sulphate contents ranged from 48mg/kg to 98mg/kg, the chloride contents ranged

from <10mg/kg to 230mg/kg and the resistivity values ranged from 48ohm.m to 190ohm.m. Based

on these results the weathered shale would be classified as ‘non-aggressive’ and the silty clay

would be classified as ‘mild’ exposure classification for concrete piles in accordance with Table

6.4.2(C) of AS2159-2009 ‘Piling – Design and Installation’. For steel piles, both the silty clay and

weathered shale would be classified as ‘non-aggressive’ exposure classification in accordance with

Table 6.5.2(C) of AS2159-2009.

4 COMMENTS AND RECOMMENDATIONS

As shown on the current architectural drawings the proposed warehouse will have one basement

level with excavations ranging from about 0.5m to 4m. However, we understand that the proposed

development may be revised to comprise two basement levels, where we assume excavation may

extend to depths of about 7m. The comments and recommendations provided herein are

predominantly relevant to the proposed one basement level, but include comments for the option

of a second basement level if that is to be pursued.

4.1 Excavation

Prior to the start of excavation, we recommend that it would be prudent to carry out dilapidation

surveys on the adjoining properties to the east and west, as these would help to guard against

opportunistic claims for damage that was present prior to the start of excavation. The dilapidation

surveys should comprise detailed inspections of the adjoining properties, both externally and

internally, with all defects rigorously described, i.e. defect type, defect location, crack width, crack

length, etc. The respective owners of the adjoining properties should be asked to confirm that the

dilapidation surveys represent a fair record of actual conditions.

Excavation to the required depths for one basement level of 0.5m to 4m will encounter surface fill,

residual silty clay and weathered shale of up to low strength. If deeper excavations are carried out

for two basement levels, shale of medium strength, or possibly high strength, may be encountered.

Excavation of the soils and possibly the upper extremely weathered shale, should be able to be

achieved using conventional excavation equipment, such as the buckets of hydraulic excavators.

Excavation of the shale of low or higher strength will require assistance with rock excavation

equipment, such as hydraulic rock hammers, ripping hooks, rotary grinder or rock saws.

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Hydraulic rock hammers must be used with care, due to the risk of damage to adjacent structures

form vibrations transmitted by such equipment. However, given that most of the rock excavation

will be at the eastern end of the site and the structures within the adjoining property are located

away from the boundary this risk would be low. Nevertheless, we recommend that rock excavation

be commenced away from the site boundaries and the transmitted vibrations quantitatively

monitored to assess how close the rock hammer can operate to the adjoining structures while

maintaining transmitted vibrations within acceptable limits. Reference should be made to the

attached Vibration Emission Design Goals sheet for acceptable limits of transmitted vibrations.

Where the transmitted vibrations are excessive it would be necessary to change to alternative

excavation equipment, such as ripping hooks, rotary grinders or rock saws.

If two basement levels are proposed the excavation is likely to encounter shale of medium or high

strength and this may represent ‘hard rock’ excavation conditions and decreased productivity and

increased equipment wear should be expected.

4.2 Groundwater

Groundwater was encountered on completion of drilling at variable depths ranging from 2.7m to

8.5m and groundwater was measured within the monitoring wells at depths of 0.9m and 3.14m.

Due to the variable groundwater levels, we consider that the water is seepage within the residual

silty clays and weathered shale and not the long term standing groundwater level.

Allowance should be made for seepage into the excavation and this would tend to occur along the

soil/rock interface and through joints and bedding partings within the shale, particularly during and

following rainfall. Given the low permeability of the clays and shale such seepage should be able

to be controlled using conventional sump and pump techniques. In the long term, drainage should

be provided behind all retaining walls and possibly below the basement slab. The completed

excavation should be inspected by the hydraulic consultant to confirm that the designed drainage

system is adequate for the actual seepage flows.

It is possible that approval for this development may be required from the NSW Department of

Primary Industries, Water, particularly if two basement levels are adopted. DPI Water may require

seepage analysis to assess the volume of water that will need to be removed during excavation

and in the long term. If this volume is above the DPI Water limit they may require a license for

extraction of the seepage during construction and may require a tanked basement to be designed.

The subsurface profile at this site does not necessitate a tanked basement as seepage inflows can

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be managed with a normal drainage system, and any such requirement would be due to the DPI

Water.

4.3 Retention

The retention required will depend on the depth of excavation and the space available within the

site and may vary across the site. At the western end where excavations are limited, temporary

batters and cantilevered retaining walls may be appropriate, but at the eastern end where

excavations are deeper retention systems may need to be installed prior to the start of excavation.

If two basements are adopted, full depth retention systems installed prior to the start of excavation

are likely to be required for the entire basement perimeter.

Where space permits and excavations are limited to no more than about 3m, temporary batters

within the clays and weathered shale should be no steeper than 1 Vertical in 1 Horizontal (1V:1H).

Such batters should remain stable in the short term provided all surcharge loads, including

construction loads, are kept well clear of the crest of the batters. Permanent batters, if required,

should be no steeper than 1V:2H, but flatter batters of the order of 1V:3H may be preferred to allow

access for maintenance of vegetation. Permanent batters should be covered with topsoil and

planted with a deep rooted runner grass, or other suitable coverings, to reduce erosion. All

stormwater runoff should be directed away from all temporary and permanent batters to also reduce

erosion.

Where the batters cannot be accommodated, are not preferred, or where excavations are deeper

than about 3m, full depth retention systems should be installed prior to the start of excavation. As

no structures are present on the boundaries, such retention system may comprised soldier pile

walls with shotcrete infill panels. However, if two basements are proposed a closer spacing of

soldier piles may be preferred to limit the deflections adjacent to the awning within the adjoining

property to the west.

Bored piers may be used for the soldier piles, although some groundwater seepage may be

experienced requiring the use of pumps and tremie concreting techniques. The piles should be

founded at least 0.5m below the base of the proposed excavation, including local excavations for

footings and services. Even though shale will be encountered within the excavation, potentially of

medium to high strength if two basements are adopted, we do not recommend terminating the

retention systems above the base of the excavation due to the potential for inclined joints within the

shale, which are known to occur, and the long term durability of exposed shale.

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Retaining walls of no more than about 3m in height may be designed as cantilevered walls based

on a triangular lateral pressure distribution. Where some resulting movement is acceptable, and

adjacent structures and movement sensitive services are located beyond a distance from the wall

of at least twice the retained height, an active earth pressure coefficient, Ka, of 0.33 and a bulk unit

weight of 20kN/m3 may be used.

Where walls retain more than about 3m additional lateral support would be required in the form of

external anchors or internal props, with each restraining point installed progressively as it is

exposed during excavation. Long term lateral support would be provided by the floor slabs within

the excavation and the toe socket of the piles. Permission would need to be obtained from the

owners of adjoining properties prior to the installation of anchors below their properties. Such

permission can take some time to obtain, which should be allowed for within the project program.

Propped or anchored retaining walls may be designed based on a trapezoidal lateral pressure

distribution of 6H kPa, where H is the retained height in metres, where structures and movement

sensitive services are located beyond 2H of the wall. Where structures or movement sensitive

services are located within 2H of the wall, a trapezoidal lateral pressure distribution of 8H kPa

should be used. These lateral pressures should be held constant for the central 50% of the

trapezoidal distribution.

The above coefficients and lateral pressures assume horizontal backfill surfaces and where inclined

backfill is proposed the coefficients or pressures would need to be increased or the inclined backfill

taken as a surcharge load. All surcharge loads should be allowed for in the design, plus full

hydrostatic pressures, unless measures are undertaken to provide complete and permanent

drainage behind the wall.

Anchors should have their bond within shale beyond a line drawn up at 45 from the base of the

excavation. Anchors may be preliminarily designed based on an allowable bond stress of 150kPa

for shale of at least low strength. Anchors should be proof loaded to at least 1.3 times their design

working load before locking off at about 80% of their working load. Lift-off tests should be carried

out on at least 10% of the anchors 24 to 48 hours following locking off to confirm that the anchors

are holding their load. Anchors are generally completed based on a design and construct basis to

avoid contractual disputes arising if the anchors fail to hold their design load.

Where the toe of the piles extend below the base of the excavation, including local footing and

service excavations, a maximum allowable lateral resistance of 200kPa may be used for shale of

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at least low strength. The lateral resistance should be ignored for a depth of at least 0.3m below

the base of the excavation to allow for disturbance effects from the excavation.

Where batters are used, the space between the batters and the permanent retaining walls will need

to be carefully backfilled to reduce future settlement of the backfill. Only light compaction equipment

should be used for compaction behind retaining walls so that excessive lateral pressures are not

placed on the walls. This will require the backfill to be placed in thin layers, say 100mm loose

thickness, appropriate to the compaction equipment being used. The excavated clay and shale will

be difficult to properly compact within the limited space available behind the walls and consideration

should be given to the use of more readily compactable materials, such as ripped or crushed rock.

The compaction specification for the backfill will depend on whether paving or structures are to be

supported on the fill. If the fill is to support paved areas it should be compacted to a density of at

least 98% of Standard Maximum Dry Density (SMDD) for granular fill materials, but if it is only to

support landscaped areas a lower compaction specification, say 95% of SMDD, may be

appropriate, provided the risk of future settlement and maintenance can be accepted. If clay and

shale fill is to be used a greater control of fill compaction and moisture control will be required and

further geotechnical advice on the use of such material should be obtained. An alternative for

backfill would also be to use a uniform granular material, such as crushed concrete of 30mm to

70mm in size, surrounded in a geofabric and a capping layer of low permeability material.

4.4 Footings

Since shale will be encountered within the deeper excavations, the proposed building should be

supported entirely on footings founded within the shale to provide uniform support and reduce the

risk of differential settlements. For the one basement proposed we expect that shale will be

exposed at the bulk excavation level for about the eastern half of the site, with the shale ranging in

strength from extremely low to low strength. If two basements are adopted shale would be

encountered for the majority of the site, with shale of medium or high strength encountered within

the deeper excavations.

Where shale is exposed or is at depths of less than about 1m pad or strip footings would be

appropriate. Where the depth to the shale is more than about 1m bored piers would be more

appropriate.

Footings founded within the shale may be designed based on allowable bearing pressure of 700kPa

for shale of extremely low strength, 1000kPa for shale of very low strength and 1200kPa for shale

of low or higher strength. Where piers are adopted, an allowable shaft adhesion of 10% of these

26831SBrpt Page 10

allowable bearing pressures for compression loads and 5% for uplift loads may be used, provided

socket cleanliness and roughness is maintained.

At least the initial stages of footing excavation or pier drilling should be inspected by a geotechnical

engineer to confirm that the appropriate foundation material has been encountered. The need for

additional inspections should be assessed following the initial inspection depending on the bearing

pressure adopted and any variations between the borehole locations.

Higher bearing pressures would be appropriate within the shale of medium to high strength, say of

the order of 3500kPa, but additional cored boreholes would be required to confirm the quality of the

shale and allow the use of such bearing pressures. Piers would be required to reach the medium

to high strength shale, however, if two basements are adopted pad footings may be appropriate

within the deeper excavations. If higher bearing pressures are required the structural engineer

should advise where the higher loads will be so that the cored boreholes can be targeted to those

locations.

4.5 Pavements and Floor Slabs

For the one basement level the basement slab will be cast on residual silty clay at the western end

and weathered shale at the eastern end. If two basement levels are adopted, weathered shale is

expected to be encountered within the majority of the excavation. The external pavement proposed

on the southern side of the building will be cast on a predominantly residual silty clay subgrade.

The soil subgrade areas, both for the external pavement and the basement slab, should be proof

rolled with a least 7 passes of a minimum 8 tonne deadweight, smooth drum, vibratory roller. The

final pass of the roller should be carried out without vibration and in the presence of a geotechnical

engineer to detect any weak subgrade areas. Any weak areas detected should be locally excavated

to a sound base and the excavated material replaced with engineered fill. Any additional fill required

should also be placed and compacted as engineered fill.

Engineered fill should preferably comprise well graded granular materials, such as ripped rock or

crushed sandstone, free of deleterious substances and having a maximum particle size not

exceeding 75mm. Such fill should be compacted in horizontal layers of not greater than 200mm

loose thickness, to a density of at least 98% of Standard Maximum Dry Density (SMDD). For

backfilling confined excavations such as service trenches, a similar compaction to engineered fill

should be adhered to, but if light compaction equipment is used then the layer thickness should be

limited to 100mm loose thickness.

26831SBrpt Page 11

The excavated clay and weathered shale may be reused as engineered fill provided it is free of

deleterious materials and particles in excess of 75mm in size. Any clay fill should be compacted

strictly between 98% and 102% of SMDD at moisture contents within 2% of Standard Optimum

Moisture Content (SOMC).

Density tests should be regularly carried out on the fill to confirm the above specifications are

achieved. The frequency of density testing should be at least one test per layer per 500m2 or three

tests per visit, whichever requires the most tests. Preferably the geotechnical testing authority

should be engaged directly on behalf of the client and not by the earthworks subcontractor.

Provided the subgrade is prepared as detailed above it may be designed based on a soaked CBR

value of 2.5%, or an estimated modulus of subgrade reaction of 20kPa/mm (750mm plate). Where

fill is used to raise site levels, or replace unsuitable subgrade by the appropriate depth, pavement

design may reflect the thickness and four day soaked CBR value of the imported material.

Surface and subsoil drainage should be provided on the high side of the pavements to prevent

moisture ingress into the subgrade and pavement. The subsoil drains should have an invert level

at least 300mm below the adjacent subgrade level and be excavated with a uniform longitudinal fall

to appropriate discharge points so as to reduce the risk of ponding in the base of the drain. In

addition, the surface of the adjacent pavement subgrade should be provided with a uniform cross

fall towards the subsoil drain to assist with drainage.

Concrete pavements should have a subbase layer of at least 100mm thickness of crushed rock to

RMS QA specification 3051 (2013) unbound base material (or similar good quality and durable fine

crushed rock), which is compacted to at least 100% of SMDD. Concrete pavements should be

designed with an effective shear transmission at all joints by way of either doweled or keyed joints.

5 GENERAL COMMENTS

The recommendations presented in this report include specific issues to be addressed during the

construction phase of the project. In the event that any of the construction phase recommendations

presented in this report are not implemented, the general recommendations may become

inapplicable and JK Geotechnics accept no responsibility whatsoever for the performance of the

structure where recommendations are not implemented in full and properly tested, inspected and

documented.

26831SBrpt Page 12

The long term successful performance of floor slabs and pavements is dependent on the

satisfactory completion of the earthworks. In order to achieve this, the quality assurance program

should not be limited to routine compaction density testing only. Other critical factors associated

with the earthworks may include subgrade preparation, selection of fill materials, control of moisture

content and drainage, etc. The satisfactory control and assessment of these items may require

judgment from an experienced engineer. Such judgment often cannot be made by a technician

who may not have formal engineering qualifications and experience. In order to identify potential

problems, we recommend that a pre-construction meeting be held so that all parties involved

understand the earthworks requirements and potential difficulties. This meeting should clearly

define the lines of communication and responsibility.

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 provides advice on geotechnical aspects for the proposed civil and structural design.

As part of the documentation stage of this project, Contract Documents and Specifications may be

prepared based on our report. However, there may be design features we are not aware of or have

not commented on for a variety of reasons. The designers should satisfy themselves that all the

necessary advice has been obtained. If required, we could be commissioned to review the

geotechnical aspects of contract documents to confirm the intent of our recommendations has been

correctly implemented.

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 147992

Client:

JK Geotechnics

PO Box 976

North Ryde BC

NSW 1670

Attention: D Bliss, M Serra

Sample log in details:

Your Reference: 26831SB, Homebush West

No. of samples: 3 Soils

Date samples received / completed instructions received 06/06/16 / 06/06/16

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: 14/06/16 / 10/06/16

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: 147992

Revision No: R 00

Client Reference: 26831SB, Homebush West

Misc Inorg - Soil

Our Reference: UNITS 147992-1 147992-2 147992-3

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

-

BH103 BH106 BH107

Depth ------------ 4.0-4.3 5.0-5.5 1.5-1.95

Date Sampled

Type of sample

2/06/2016

Soil

3/06/2016

Soil

2/06/2016

Soil

Date prepared - 07/06/2016 07/06/2016 07/06/2016

Date analysed - 07/06/2016 07/06/2016 07/06/2016

pH 1:5 soil:water pH Units 6.8 7.2 5.0

Chloride, Cl 1:5 soil:water mg/kg 230 170 <10

Sulphate, SO4 1:5 soil:water mg/kg 98 48 70

Resistivity in soil* ohm m 48 56 190


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 - 07/06/2

016

147992-1 07/06/2016 || 07/06/2016 LCS-1 07/06/2016

Date analysed - 07/06/2

016

147992-1 07/06/2016 || 07/06/2016 LCS-1 07/06/2016

pH 1:5 soil:water pH Units Inorg-001 [NT] 147992-1 6.8 || 6.4 || RPD: 6 LCS-1 100%

Chloride, Cl 1:5

soil:water

mg/kg 10 Inorg-081 <10 147992-1 230 || 310 || RPD: 30 LCS-1 102%

Sulphate, SO4 1:5

soil:water

mg/kg 10 Inorg-081 <10 147992-1 98 || 100 || RPD: 2 LCS-1 91%

Resistivity in soil* ohm m 1 Inorg-002 <1.0 147992-1 48 || 42 || RPD: 13 [NR] [NR]


Revision No: R 00


Report Comments:

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

0

1

2

3

4

5

6

7

ONCOMPLET-

ION.

N = 122,4,8

N = 114,4,7

N = 236,10,13

-

CH

-

BITUMEN: 10mm.tFILL: Silty clay, high plasticity, darkbrown, trace of fine grained sandstonegravel and ash.

SILTY CLAY: high plasticity, light greymottled red and yellow brown, trace offine grained ironstone gravel.

SHALE: grey, with XW bands and M-H strength iron indurated bands.

SHALE: grey.

MC>PL

MC>PL

MC<PL

DW

SW

VSt

St-VSt

VSt

L

M

M-H

230340370

180200220

300340360

APPEARSMODERATELYCOMPACTED

RESIDUAL

LOW 'TC' BITRESISTANCE WITHVERY LOW ANDMODERATE BANDS

LOW TO MODERATERESISTANCE

MODERATERESISTANCE

JK GeotechnicsGEOTECHNICAL AND ENVIRONMENTAL ENGINEERS

BOREHOLE LOGBorehole No.

101

Client: SYDNEY MARKETS LIMITED

Project: PROPOSED WAREHOUSE Z

Location: 222 TO 236 PARAMATTA ROAD, HOMEBUSH WEST, NSW

Job No. 26831SB Method: SPIRAL AUGERJK350

R.L. Surface: » 6.3m

Date: 2-6-16 Datum: AHD

Logged/Checked by: M.S./D.B.

Gro

undw

ate

rR

ecord

ES

SA

MP

LE

SU

50

DB

DS

Fie

ld T

ests

Depth

(m

)

Gra

phic

Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

ture

Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

eadin

gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/2

8

9

10

11

12

13

14

SHALE: grey.

END OF BOREHOLE AT 9.0m

SW M-H

H

MODERATE TO HIGHRESISTANCE

HIGH RESISTANCE



101








Gro

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ate

rR

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ES

SA

MP

LE

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50

DB

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Fie

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ests

Depth

(m

)

Gra

phic

Log

Unifie

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lassific

ation

DESCRIPTION

Mois

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Conditio

n/

Weath

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ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

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gs (

kP

a.)

Remarks

CO

PY

RIG

HT

2/2

0

1

2

3

4

5

6

7

ONCOMPLET-

ION.

N = 73,3,4

N = 73,4,3

-

CH

-

CONCRETE: 150mm.t

FILL: Silty clay, high plasticity, darkgrey, trace of fine grained igneousgravel.SILTY CLAY: high plasticity, light greymottled red and yellow brown, trace offine grained ironstone gravel.

SHALE: light grey, with XW bands andM strength iron indurated bands.

SHALE: grey.

MC>PL

MC>PL

MC<PL

XW

DW

SW

VSt

EL

VL

L

M

H

250250250

270200250

8mm DIA.REINFORCEMENT,80mm TOP COVERAPPEARSMODERATELYCOMPACTED

RESIDUAL

VERY LOW'TC' BITRESISTANCE WITHMODERATE BANDS

LOW RESISTANCE


MODERATERESISTANCE

HIGH RESISTANCE



102








Gro

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ate

rR

ecord

ES

SA

MP

LE

SU

50

DB

DS

Fie

ld T

ests

Depth

(m

)

Gra

phic

Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

ture

Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

eadin

gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/2

8

9

10

11

12

13

14

SHALE: grey.


SW H

'TC' BIT REFUSAL

MONITORING WELLINSTALLED TO 6mDEPTH, MACHINESLOTTED PVC FROM6m TO 3m, CASINGFROM 3m TOSURFACE, 2mmSAND FILTER PACKFROM 6m TO 1m,BENTONITE SEALFROM 1m TOSURFACE,COMPLETED WITHGATIC COVER ANDLOCKABLE CAP ATSURFACE



102








Gro

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ate

rR

ecord

ES

SA

MP

LE

SU

50

DB

DS

Fie

ld T

ests

Depth

(m

)

Gra

phic

Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

ture

Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

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gs (

kP

a.)

Remarks

CO

PY

RIG

HT

2/2

0

1

2

3

4

5

6

7

ONCOMPLET-

ION.

N = 195,8,11

N = 207,9,11

-

CH

-

BITUMEN: 20mm.tFILL: Silty sandy gravel, fine grained,dark grey.FILL: Silty clay, high plasticity, greenbrown.SILTY CLAY: high plasticity, light greymottled red and yellow brown, trace offine grained ironstone gravel.


as above,but grey.

SHALE: grey.


D

MC>PL

MC<PL

XW

DW

SW

VSt-H

H

EL

VL

L

M

M-H

400350300

470>600450


RESIDUAL

VERY LOW 'TC' BITRESISTANCE

LOW RESISTANCEWITH MODERATEBANDS


MODERATERESISTANCE

HIGH RESISTANCE'TC' BIT REFUSAL



103








Gro

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ES

SA

MP

LE

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50

DB

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Fie

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ests

Depth

(m

)

Gra

phic

Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

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Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

eadin

gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/1

0

1

2

3

4

5

6

7

DRY ONCOMPLET-

ION

N = 123,4,8

N = 296,11,18

-

CH

-

ASPHALTIC CONCRETE: 40mm.tFILL: Silty clay, high plasticity, darkgrey, trace of fine grained igneousgravel, fine to medium grained sandand ash.FILL: Silty clay, high plasticity, yellowand red brown, trace of fine tomedium grained ironstone gravel.SILTY CLAY: high plasticity, light grey mottled red brown.

SHALE: light grey, with XW bands andM strength bands.

as above,but grey.

SHALE: grey.


MC>PL

MC<PL

XW-DW

DW

SW

H

EL-VL

VL-L

M-H

250400410

450>600>600


RESIDUAL

VERY LOW 'TC' BITRESISTANCE WITHMODERATE BANDS

MODERATE TO HIGHRESISTANCE

HIGH RESISTANCE

'TC' BIT REFUSAL



104








Gro

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ate

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ES

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MP

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50

DB

DS

Fie

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ests

Depth

(m

)

Gra

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Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

ture

Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

eadin

gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/1

0

1

2

3

4

5

6

7

DRY ONCOMPLET-

ION

N = 72,3,4

N = 153,6,9

-

CH

-

ASPHALTIC CONCRETE: 50mm.tFILL: Silty sandy clay, mediumplasticity, dark grey, with fine grainedigneous gravel.FILL: Silty clay, high plasticity, greengrey.

SILTY CLAY: high plasticity, yellowand red brown.


as above,but grey.

SHALE:grey.


MC>PL

MC>PL

MC<PL

XW-DW

DW

SW

VSt-H

EL-VL

VL

L

M

M-H

300430450


RESIDUAL

BANDS OF VERYLOW TO LOW'TC' BITRESISTANCE

VERY LOWRESISTANCELOW RESISTANCE

MODERATERESISTANCE

MODERATE TO HIGHRESISTANCE'TC' BIT REFUSAL



105








Gro

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50

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Depth

(m

)

Gra

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Log

Unifie

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lassific

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DESCRIPTION

Mois

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Conditio

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Weath

eri

ng

Str

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/R

el. D

ensity

Hand

Penetr

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kP

a.)

Remarks

CO

PY

RIG

HT

1/1

0

1

2

3

4

5

6

7

ONCOMPLET-

ION.

N = 123,6,6

N = 176,7,10

--

CH

-

ASPHALTIC CONCRETE: 40mm.tCONCRETE: 150mm.tFILL: Silty clay, high plasticity, yellowbrown and red.

SILTY CLAY: high plasticity, light greymottled red and yellow brown, trace offine grained ironstone gravel.


SHALE: grey.

MC>PL

MC»PL

XW-DW

DW

SW

H

EL-VL

VL

L

L-M

M

M-H

570500550

APPEARSWELLCOMPACTED

RESIDUAL

BANDED VERY LOWTO LOW'TC' BITRESISTANCE

VERY LOWRESISTANCE WITHLOW TO MODERATEBANDSLOW RESISTANCE

MODERATERESISTANCE

MOD TO HIGH



106








Gro

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ES

SA

MP

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50

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Fie

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Depth

(m

)

Gra

phic

Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

ture

Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

eadin

gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/2

8

9

10

11

12

13

14

SHALE: grey.


SW H HIGH RESISTANCE

'TC' BIT REFUSAL



106








Gro

undw

ate

rR

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ES

SA

MP

LE

SU

50

DB

DS

Fie

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ests

Depth

(m

)

Gra

phic

Log

Unifie

dC

lassific

ation

DESCRIPTION

Mois

ture

Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

om

ete

rR

eadin

gs (

kP

a.)

Remarks

CO

PY

RIG

HT

2/2

0

1

2

3

4

5

6

7

DRY ONCOMPLET-

ION

N = 163,6,10

N = 237,8,15

N > 2111,21/100mm

REFUSAL

-

CH

-

CONCRETE: 80mm.tFILL: Silty clay, high plasticity, darkgrey.SILTY CLAY: high plasticity, red andyellow brown, trace of fine grainedironstone gravel.

as above,but light grey mottled red brown.


SHALE: grey.

MC<PL

MC>PL

MC<PL

XW-DW

DW

SW

VSt-H

H

EL-VL

L

M

350500500

>600520540

5mm DIA.REINFORCEMENT,40mm TOP COVER

VERY LOW'TC' BITRESISTANCE

LOW RESISTANCE

MODERATERESISTANCE



107








Gro

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ES

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MP

LE

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50

DB

DS

Fie

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Depth

(m

)

Gra

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Log

Unifie

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lassific

ation

DESCRIPTION

Mois

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Conditio

n/

Weath

eri

ng

Str

ength

/R

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ensity

Hand

Penetr

om

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gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/2

8

9

10

11

12

13

14

SHALE: grey.


SW M-H HIGH RESISTANCEWITH MODERATEBANDS

'TC' BIT REFUSAL

MONITORING WELLINSTALLED TO 6mDEPTH, MACHINESLOTTED PVC FROM6m TO 3m, CASINGFROM 3m TOSURFACE, 2mmSAND FILTER PACKFROM 6m TO 2.5m,BENTONITE SEALFROM 2.5m TO 0.7m,BACKFILLED WITHCUTTING TOSURFACE,COMPLETED WITHGATIC COVER ANDLOCKABLE CAP ATSURFACE



107








Gro

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50

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Depth

(m

)

Gra

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Log

Unifie

dC

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ation

DESCRIPTION

Mois

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Conditio

n/

Weath

eri

ng

Str

ength

/R

el. D

ensity

Hand

Penetr

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ete

rR

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gs (

kP

a.)

Remarks

CO

PY

RIG

HT

2/2

0

1

2

3

4

5

6

7

DRY ONCOMPLET-

ION

N = 285,8,20

N = 3212,13,19

-

CH

-

CONCRETE: 70mm.tFILL: Silty clay, high plasticity, darkgrey, with fine grained igneous gravel.SILTY CLAY: high plasticity, red andyellow brown, trace of fine grainedironstone gravel.

as above,but light grey mottled yellow and redbrown.


SHALE: grey.

MC>PL

MC>PL

MC<PL

XW-DW

DW

SW

H

EL-VL

L

L-M

M

400500550

>600>600>600

6mm DIA.REINFORCEMENT,25mm TOP COVER

VERY LOW'TC' BITRESISTANCE

LOW RESISTANCE


MODERATERESISTANCE



108








Gro

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Depth

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Log

Unifie

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DESCRIPTION

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ensity

Hand

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gs (

kP

a.)

Remarks

CO

PY

RIG

HT

1/2

8

9

10

11

12

13

14

ONCOMPLET-

ION.

SHALE: grey.


SW M MODERATERESISTANCE

MODERATERESISTANCEWITH HIGH BANDS



108








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Remarks

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2/2

M

4

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AERIAL IMAGE SOURCE: GOOGLE EARTH PRO 7.1.5.1557

AERIAL IMAGE ©: 2015 GOOGLE INC.

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© JK GEOTECHNICS

26831SB

This plan should be read in conjunction with the JK Geotechnics report.

Report No:

Location:

Title:

222-236 PARAMATTA ROAD,

HOMEBUSH WEST, NSW

26831SB

JK Geotechnics

Figure No:

SITE LOCATION PLAN

1

SOURCE: http://www.whereis.com/

SITE

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C O N C R E T E

NO. 226

BRICK

BUILDING

(GARAGE M/R)

GUTTER RL 13.3

POWER

ROOF

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14.0

CONCRETE PAVEMENT

CONCRETE PAVEMENT

CONCRETE

GU

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METAL

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NO.226

2 STOREY

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(M/R)

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BOWSERS

BOWSERS

METAL

(METAL ROOF)

WAREHOUSE

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GUTTER RL 16.7

RETAINING

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TOP

OF

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CONCRETE

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POWER

B I T U M E N

114°5

2'0

0"

15.2

4

114°5

2'0

0"

15.1

45

117°43'15"

13.355 BY SURVEY

117°43'15"

12.775

117°43'15"

17.63

15.24

297°40'50"

6.115

297°47'50"

9.13 BY SURVEY

297°47'50"

15.24

297°47'50"

17.63

297°47'50"

12.775

297°47'50"

12.27 BY SURVEY

294°5

1'3

0"

13.8

75

294°5

1'3

0"

25.5

65

294°5

1'3

0"

24.7

9

°

5

8

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0

"

5

2

.

0

0

5

48.3

95

2

4

3

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1

3

'

4

5

"

1

5

.

1

9

5

209°00'30"

12.225

204°53'45"

26.145

204°53'00"

50.255 B

Y D

P1036274

206°19'13"

50.26 B

Y S

UR

VE

Y

207°41'30"

50.265 B

Y S

UR

VE

Y

207°41'30"

50.285 B

Y S

UR

VE

Y

207°41'30"

50.305 B

Y S

UR

VE

Y

207°41'30"

50.325 B

Y S

UR

VE

Y

114°5

2'0

0"

117°43'15"

15.24

117°43'15"

50.29 B

Y T

IT

LE

50.325 B

Y T

IT

LE

767.1 m²

766.8 m²

D P

7 8

3 8

5

8 9

886.6 m²

642.3 m²

50.325 B

Y T

IT

LE

50.325 B

Y T

IT

LE

B

A

1649.7

m²

1212.3

m²

728.8 m

²

647 m

²

1

2

D P

1

0

3

6

2

7

4

D P

8 2

1 7

7D

P

1

0

3

6

2

7

4

D

P

9 0

6 8

3

4

5

D P

1

1

0

3

4

8

9

48.77 B

Y D

P1103489

50.29 B

Y T

IT

LE

13.54 BY TITLE

12.29 BY TITLE

0.12 BY SURVEY

15.24 BY TITLE

BY SURVEY

50.29 B

Y T

IT

LE

(1)

(16.0)

(1)

(0.5

)

(11.3)

(0.5

)

(0.7

)

(14.13)

(1.935)

24°53'30"

(4)

7

1

°

4

0

'

3

0

"

(

1

1

.

5

6

)

(1)

(W

)

(W

)

(X

)

(X

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(Y

)

(Z)

(Z)

F

A

C

E

O

F

W

A

L

L

O

N

B

O

U

N

D

A

R

Y

FA

CE

O

F W

ALL O

N B

OU

ND

AR

Y

117°43'15"

10.67

117°43'15"

10.67

297°40'50"

2.44

297°40'50"

9.895 BY SURVEY

27°41'30"

50.335 B

Y S

UR

VE

Y

208°32'23"

50.335 B

Y S

UR

VE

Y

29°25'10"

10.11 B

Y S

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Report No:

26831SB

Location:

Title:

222-236 PARAMATTA ROAD,

HOMEBUSH WEST, NSW

26831SB

JK Geotechnics

© JK GEOTECHNICS

This plan should be read in conjunction with the JK Geotechnics report.

Figure No:

BOREHOLE LOCATION PLAN

2

0

SCALE

@A3

5 10 15 20 25

1:500

METRES

101N =12

N =11

N =23

102N =7

N =7

103N =19

N =20

104N =12

N =29

105N =7

N =15

106N =12

N =17

107N =16

N =23

N =>21

108N =28

N =32

12

8

4

0

-4

-8

-12

R.L

. (m

)

12

8

4

0

-4

-8

-12

R.L

. (m)

GRAPHICAL BOREHOLE SUMMARY

Asphaltic/BituminousPaving orCoal

Fill

Silty Clay

Shale

Concrete

Observedwaterlevel

BoreholeCollapseDepth

N SPT "N"VALUE

Nc SOLID CONEBLOWCOUNTSPER 150mm

Scale: 1 : 200 (vert) ; NTS (horiz)

JK Geotechnics

NOTE: REFER TO BOREHOLE LOGS Job No.: 26831SB Figure No.: 3

115 Wicks Road PO Box 978 T: 61 2 9888 5000 E: [email protected]

Macquarie Park NSW 2113 North Ryde BC NSW 1670 F: 61 2 9888 5001 www.jkgeotechnics.com.au

VIBRATION EMISSION DESIGN GOALS German Standard DIN 4150 – Part 3: 1999 provides guideline levels of vibration velocity for evaluating the effects of vibration in structures. The limits presented in this standard are generally recognised to be conservative.

The DIN 4150 values (maximum levels measured in any direction at the foundation, OR, maximum levels measured in (x) or (y) horizontal directions, in the plane of the uppermost floor), are summarised in Table 1 below.

It should be noted that peak vibration velocities higher than the minimum figures in Table 1 for low frequencies may be quite ‘safe’, depending on the frequency content of the vibration and the actual condition of the structure.

It should also be noted that these levels are ‘safe limits’, up to which no damage due to vibration effects has been observed for the particular class of building. ‘Damage’ is defined by DIN 4150 to include even minor non-structural effects such as superficial cracking in cement render, the enlargement of cracks already present, and the separation of partitions or intermediate walls from load bearing walls. Should damage be observed at vibration levels lower than the ‘safe limits’, then it may be attributed to other causes. DIN 4150 also states that when vibration levels higher than the ‘safe limits’ are present, it does not necessarily follow that damage will occur. Values given are only a broad guide.

Table 1: DIN 4150 – Structural Damage – Safe Limits for Building Vibration

Group Type of Structure

Peak Vibration Velocity in mm/s

At Foundation Level at a Frequency of:

Plane of Floor of Uppermost

Storey

Less than 10Hz

10Hz to 50Hz

50Hz to 100Hz

All Frequencies

1 Buildings used for commercial purposes, industrial buildings and buildings of similar design.

20 20 to 40 40 to 50 40

2 Dwellings and buildings of similar design and/or use.

5 5 to 15 15 to 20 15

3

Structures that because of their particular sensitivity to vibration, do not correspond to those listed in Group 1 and 2 and have intrinsic value (eg. buildings that are under a preservation order).

3 3 to 8 8 to 10 8

Note: For frequencies above 100Hz, the higher values in the 50Hz to 100Hz column should be used.

JK Geotechnics GEOTECHNICAL & ENVIRONMENTAL ENGINEERS

mailto:[email protected]

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

JKG Report Explanation Notes Rev2 May 2013 Page 1 of 4

REPORT EXPLANATION NOTES

INTRODUCTION

These notes have been provided to amplify the geotechnicalreport in regard to classification methods, field proceduresand certain matters relating to the Comments andRecommendations section. Not all notes are necessarilyrelevant to all reports.

The ground is a product of continuing natural and man-made processes and therefore exhibits a variety ofcharacteristics and properties which vary from place to placeand can change with time. Geotechnical engineeringinvolves gathering and assimilating limited facts about thesecharacteristics and properties in order to understand orpredict the behaviour of the ground on a particular site undercertain conditions. This report may contain such factsobtained by inspection, excavation, probing, sampling,testing or other means of investigation. If so, they aredirectly relevant only to the ground at the place where andtime when the investigation was carried out.

DESCRIPTION AND CLASSIFICATION METHODS

The methods of description and classification of soils androcks used in this report are based on Australian Standard1726, the SAA Site Investigation Code. In general,descriptions cover the following properties – soil or rock type,colour, structure, strength or density, and inclusions.Identification and classification of soil and rock involvesjudgement and the Company infers accuracy only to theextent that is common in current geotechnical practice.

Soil types are described according to the predominatingparticle size and behaviour as set out in the attached UnifiedSoil Classification Table qualified by the grading of otherparticles present (e.g. sandy clay) as set out below:

Soil Classification Particle Size

Clay

Silt

Sand

Gravel

less than 0.002mm

0.002 to 0.075mm

0.075 to 2mm

2 to 60mm

Non-cohesive soils are classified on the basis of relativedensity, generally from the results of Standard PenetrationTest (SPT) as below:

Relative DensitySPT ‘N’ Value(blows/300mm)

Very loose

Loose

Medium dense

Dense

Very Dense

less than 4

4 – 10

10 – 30

30 – 50

greater than 50

Cohesive soils are classified on the basis of strength(consistency) either by use of hand penetrometer, laboratorytesting or engineering examination. The strength terms aredefined as follows.

ClassificationUnconfined CompressiveStrength kPa

Very Soft

Soft

Firm

Stiff

Very Stiff

Hard

Friable

less than 25

25 – 50

50 – 100

100 – 200

200 – 400

Greater than 400

Strength not attainable

– soil crumbles

Rock types are classified by their geological names,together with descriptive terms regarding weathering,strength, defects, etc. Where relevant, further informationregarding rock classification is given in the text of the report.In the Sydney Basin, ‘Shale’ is used to describe thinlybedded to laminated siltstone.

SAMPLING

Sampling is carried out during drilling or from otherexcavations to allow engineering examination (andlaboratory testing where required) of the soil or rock.

Disturbed samples taken during drilling provide informationon plasticity, grain size, colour, moisture content, minorconstituents and, depending upon the degree of disturbance,some information on strength and structure. Bulk samplesare similar but of greater volume required for some testprocedures.

Undisturbed samples are taken by pushing a thin-walledsample tube, usually 50mm diameter (known as a U50), intothe soil and withdrawing it with a sample of the soilcontained in a relatively undisturbed state. Such samplesyield information on structure and strength, and arenecessary for laboratory determination of shear strengthand compressibility. Undisturbed sampling is generallyeffective only in cohesive soils.

Details of the type and method of sampling used are givenon the attached logs.

INVESTIGATION METHODS

The following is a brief summary of investigation methodscurrently adopted by the Company and some comments ontheir use and application. All except test pits, hand augerdrilling and portable dynamic cone penetrometers requirethe use of a mechanical drilling rig which is commonlymounted on a truck chassis.

JK GeotechnicsGEOTECHNICAL & ENVIRONMENTAL ENGINEERS


Test Pits: These are normally excavated with a backhoe ora tracked excavator, allowing close examination of the insitusoils if it is safe to descend into the pit. The depth ofpenetration is limited to about 3m for a backhoe and up to6m for an excavator. Limitations of test pits are the problemsassociated with disturbance and difficulty of reinstatementand the consequent effects on close-by structures. Caremust be taken if construction is to be carried out near test pitlocations to either properly recompact the backfill duringconstruction or to design and construct the structure so asnot to be adversely affected by poorly compacted backfill atthe test pit location.

Hand Auger Drilling: A borehole of 50mm to 100mmdiameter is advanced by manually operated equipment.Premature refusal of the hand augers can occur on a varietyof materials such as hard clay, gravel or ironstone, and doesnot necessarily indicate rock level.

Continuous Spiral Flight Augers: The borehole isadvanced using 75mm to 115mm diameter continuousspiral flight augers, which are withdrawn at intervals to allowsampling and insitu testing. This is a relatively economicalmeans of drilling in clays and in sands above the water table.Samples are returned to the surface by the flights or may becollected after withdrawal of the auger flights, but they canbe very disturbed and layers may become mixed.Information from the auger sampling (as distinct fromspecific sampling by SPTs or undisturbed samples) is ofrelatively lower reliability due to mixing or softening ofsamples by groundwater, or uncertainties as to the originaldepth of the samples. Augering below the groundwatertable is of even lesser reliability than augering above thewater table.

Rock Augering: Use can be made of a Tungsten Carbide(TC) bit for auger drilling into rock to indicate rock qualityand continuity by variation in drilling resistance and fromexamination of recovered rock fragments. This method ofinvestigation is quick and relatively inexpensive but providesonly an indication of the likely rock strength and predictedvalues may be in error by a strength order. Where rockstrengths may have a significant impact on constructionfeasibility or costs, then further investigation by means ofcored boreholes may be warranted.

Wash Boring: The borehole is usually advanced by arotary bit, with water being pumped down the drill rods andreturned up the annulus, carrying the drill cuttings.Only major changes in stratification can be determined fromthe cuttings, together with some information from “feel” andrate of penetration.

Mud Stabilised Drilling: Either Wash Boring orContinuous Core Drilling can use drilling mud as acirculating fluid to stabilise the borehole. The term ‘mud’encompasses a range of products ranging from bentonite topolymers such as Revert or Biogel. The mud tends to maskthe cuttings and reliable identification is only possible fromintermittent intact sampling (eg from SPT and U50 samples)or from rock coring, etc.

Continuous Core Drilling: A continuous core sample isobtained using a diamond tipped core barrel. Provided fullcore recovery is achieved (which is not always possible invery low strength rocks and granular soils), this techniqueprovides a very reliable (but relatively expensive) method ofinvestigation. In rocks, an NMLC triple tube core barrel,which gives a core of about 50mm diameter, is usually usedwith water flush. The length of core recovered is comparedto the length drilled and any length not recovered is shownas CORE LOSS. The location of losses are determined onsite by the supervising engineer; where the location isuncertain, the loss is placed at the top end of the drill run.

Standard Penetration Tests: Standard Penetration Tests(SPT) are used mainly in non-cohesive soils, but can alsobe used in cohesive soils as a means of indicating density orstrength and also of obtaining a relatively undisturbedsample. The test procedure is described in AustralianStandard 1289, “Methods of Testing Soils for EngineeringPurposes” – Test F3.1.

The test is carried out in a borehole by driving a 50mmdiameter split sample tube with a tapered shoe, under theimpact of a 63kg hammer with a free fall of 760mm. It isnormal for the tube to be driven in three successive 150mmincrements and the ‘N’ value is taken as the number ofblows for the last 300mm. In dense sands, very hard claysor weak rock, the full 450mm penetration may not bepracticable and the test is discontinued.

The test results are reported in the following form:

In the case where full penetration is obtained withsuccessive blow counts for each 150mm of, say, 4, 6and 7 blows, as

N = 134, 6, 7

In a case where the test is discontinued short of fullpenetration, say after 15 blows for the first 150mm and30 blows for the next 40mm, as

N>3015, 30/40mm

The results of the test can be related empirically to theengineering properties of the soil.

Occasionally, the drop hammer is used to drive 50mmdiameter thin walled sample tubes (U50) in clays. In suchcircumstances, the test results are shown on the boreholelogs in brackets.

A modification to the SPT test is where the same drivingsystem is used with a solid 60 tipped steel cone of thesame diameter as the SPT hollow sampler. The solid conecan be continuously driven for some distance in soft clays orloose sands, or may be used where damage wouldotherwise occur to the SPT. The results of this Solid ConePenetration Test (SCPT) are shown as "N c” on the boreholelogs, together with the number of blows per 150mmpenetration.


Static Cone Penetrometer Testing and Interpretation:Cone penetrometer testing (sometimes referred to as aDutch Cone) described in this report has been carried outusing an Electronic Friction Cone Penetrometer (EFCP).The test is described in Australian Standard 1289, Test F5.1.

In the tests, a 35mm diameter rod with a conical tip ispushed continuously into the soil, the reaction beingprovided by a specially designed truck or rig which is fittedwith an hydraulic ram system. Measurements are made ofthe end bearing resistance on the cone and the frictionalresistance on a separate 134mm long sleeve, immediatelybehind the cone. Transducers in the tip of the assembly areelectrically connected by wires passing through the centre ofthe push rods to an amplifier and recorder unit mounted onthe control truck.

As penetration occurs (at a rate of approximately 20mm persecond) the information is output as incremental digitalrecords every 10mm. The results given in this report havebeen plotted from the digital data.

The information provided on the charts comprise:

Cone resistance – the actual end bearing force dividedby the cross sectional area of the cone – expressed inMPa.

Sleeve friction – the frictional force on the sleeve dividedby the surface area – expressed in kPa.

Friction ratio – the ratio of sleeve friction to coneresistance, expressed as a percentage.

The ratios of the sleeve resistance to cone resistancewill vary with the type of soil encountered, with higherrelative friction in clays than in sands. Friction ratios of1% to 2% are commonly encountered in sands andoccasionally very soft clays, rising to 4% to 10% in stiffclays and peats. Soil descriptions based on coneresistance and friction ratios are only inferred and mustnot be considered as exact.

Correlations between EFCP and SPT values can bedeveloped for both sands and clays but may be site specific.

Interpretation of EFCP values can be made to empiricallyderive modulus or compressibility values to allow calculationof foundation settlements.

Stratification can be inferred from the cone and frictiontraces and from experience and information from nearbyboreholes etc. Where shown, this information is presentedfor general guidance, but must be regarded as interpretive.The test method provides a continuous profile ofengineering properties but, where precise information on soilclassification is required, direct drilling and sampling may bepreferable.

Portable Dynamic Cone Penetrometers: PortableDynamic Cone Penetrometer (DCP) tests are carried out bydriving a rod into the ground with a sliding hammer andcounting the blows for successive 100mm increments ofpenetration.

Two relatively similar tests are used:

Cone penetrometer (commonly known as the ScalaPenetrometer) – a 16mm rod with a 20mm diametercone end is driven with a 9kg hammer dropping 510mm(AS1289, Test F3.2). The test was developed initiallyfor pavement subgrade investigations, and correlationsof the test results with California Bearing Ratio havebeen published by various Road Authorities.

Perth sand penetrometer – a 16mm diameter flat endedrod is driven with a 9kg hammer, dropping 600mm(AS1289, Test F3.3). This test was developed fortesting the density of sands (originating in Perth) and ismainly used in granular soils and filling.

LOGS

The borehole or test pit logs presented herein are anengineering and/or geological interpretation of the sub-surface conditions, and their reliability will depend to someextent on the frequency of sampling and the method ofdrilling or excavation. Ideally, continuous undisturbedsampling or core drilling will enable the most reliableassessment, but is not always practicable or possible tojustify on economic grounds. In any case, the boreholes ortest pits represent only a very small sample of the totalsubsurface conditions.

The attached explanatory notes define the terms andsymbols used in preparation of the logs.

Interpretation of the information shown on the logs, and itsapplication to design and construction, should therefore takeinto account the spacing of boreholes or test pits, themethod of drilling or excavation, the frequency of samplingand testing and the possibility of other than “straight line”variations between the boreholes or test pits. Subsurfaceconditions between boreholes or test pits may varysignificantly from conditions encountered at the borehole ortest pit locations.

GROUNDWATER

Where groundwater levels are measured in boreholes, thereare several potential problems:

Although groundwater may be present, in lowpermeability soils it may enter the hole slowly or perhapsnot at all during the time it is left open.

A localised perched water table may lead to anerroneous indication of the true water table.

Water table levels will vary from time to time withseasons or recent weather changes and may not be thesame at the time of construction.

The use of water or mud as a drilling fluid will mask anygroundwater inflow. Water has to be blown out of thehole and drilling mud must be washed out of the hole or‘reverted’ chemically if water observations are to bemade.


More reliable measurements can be made by installingstandpipes which are read after stabilising at intervalsranging from several days to perhaps weeks for lowpermeability soils. Piezometers, sealed in a particularstratum, may be advisable in low permeability soils or wherethere may be interference from perched water tables orsurface water.

FILL

The presence of fill materials can often be determined onlyby the inclusion of foreign objects (eg bricks, steel etc) or bydistinctly unusual colour, texture or fabric. Identification ofthe extent of fill materials will also depend on investigationmethods and frequency. Where natural soils similar tothose at the site are used for fill, it may be difficult withlimited testing and sampling to reliably determine the extentof the fill.

The presence of fill materials is usually regarded withcaution as the possible variation in density, strength andmaterial type is much greater than with natural soil deposits.Consequently, there is an increased risk of adverseengineering characteristics or behaviour. If the volume andquality of fill is of importance to a project, then frequent testpit excavations are preferable to boreholes.

LABORATORY TESTING

Laboratory testing is normally carried out in accordance withAustralian Standard 1289 ‘Methods of Testing Soil forEngineering Purposes’. Details of the test procedure usedare given on the individual report forms.

ENGINEERING REPORTS

Engineering reports are prepared by qualified personnel andare based on the information obtained and on currentengineering standards of interpretation and analysis. Wherethe report has been prepared for a specific design proposal(eg. a three storey building) the information andinterpretation may not be relevant if the design proposal ischanged (eg to a twenty storey building). If this happens,the company will be pleased to review the report and thesufficiency of the investigation work.

Every care is taken with the report as it relates tointerpretation of subsurface conditions, discussion ofgeotechnical aspects and recommendations or suggestionsfor design and construction. However, the Company cannotalways anticipate or assume responsibility for:

Unexpected variations in ground conditions – thepotential for this will be partially dependent on boreholespacing and sampling frequency as well as investigationtechnique.

Changes in policy or interpretation of policy by statutoryauthorities.

The actions of persons or contractors responding tocommercial pressures.

If these occur, the company will be pleased to assist withinvestigation or advice to resolve any problems occurring.

SITE ANOMALIES

In the event that conditions encountered on site duringconstruction appear to vary from those which were expectedfrom the information contained in the report, the companyrequests that it immediately be notified. Most problems aremuch more readily resolved when conditions are exposedthat at some later stage, well after the event.

REPRODUCTION OF INFORMATION FORCONTRACTUAL PURPOSES

Attention is drawn to the document ‘Guidelines for theProvision of Geotechnical Information in Tender Documents’ ,published by the Institution of Engineers, Australia. Whereinformation obtained from this investigation is provided fortendering purposes, it is recommended that all information,including the written report and discussion, be madeavailable. In circumstances where the discussion orcomments section is not relevant to the contractual situation,it may be appropriate to prepare a specially editeddocument. The company would be pleased to assist in thisregard and/or to make additional report copies available forcontract purposes at a nominal charge.

Copyright in all documents (such as drawings, borehole ortest pit logs, reports and specifications) provided by theCompany shall remain the property of Jeffery andKatauskas Pty Ltd. Subject to the payment of all fees due,the Client alone shall have a licence to use the documentsprovided for the sole purpose of completing the project towhich they relate. License to use the documents may berevoked without notice if the Client is in breach of anyobjection to make a payment to us.

REVIEW OF DESIGN

Where major civil or structural developments are proposedor where only a limited investigation has been completed orwhere the geotechnical conditions/ constraints are quitecomplex, it is prudent to have a joint design review whichinvolves a senior geotechnical engineer.

SITE INSPECTION

The company will always be pleased to provide engineeringinspection services for geotechnical aspects of work towhich this report is related.

Requirements could range from:

i) a site visit to confirm that conditions exposed are noworse than those interpreted, to

ii) a visit to assist the contractor or other site personnel inidentifying various soil/rock types such as appropriatefooting or pier founding depths, or

iii) full time engineering presence on site.

JKG Graph

GEOTEC

hic Log Symbols fo

HNICAL & ENVI

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GRAPHI

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s Rev1 July12

IC LOG SY

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dia. can be broken

dia. core cannot bngs under hamme

dia. may be brokeen knife; rock rin

dia. is very difficul

NOT

measured relativetal for vertical ho

cture and substant been significantl

rties, ie it either d

may be highly dmay be decreased

rength from fresh

substance in theMining, Science

E

ties.

nd friable.

en by hand and eauring handling.

n by hand with dif

be broken by hander.

en with hand-held ngs under hamme

lt to break with ha

TES

e to the normal oles)

Page

nce fabric are no y transported.

disintegrates or c

discoloured, usuad due to deposit

rock.

direction normae and Geomec

asily scored with a

fficulty. Readily s

d, can be slightly

pick after more ther.

and-held hammer.

to the long core

2 of 2

longer

can be

ally by tion of

al to the chanics.

a

cored

han

.

e axis

REPORT TO SYDNEY MARKETS LIMITED ON GEOTECHNICAL ... · c) the terms of contract between JK and the...

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Transcript of REPORT TO SYDNEY MARKETS LIMITED ON GEOTECHNICAL ... · c) the terms of contract between JK and the...