Geotechnical Investigation Report - Strathfield Council · Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 3 of 16 Executive Summary

East Gosford, NSW 2250

M 0466 385 221 [email protected] www.benvirongroup.com.au

ABN 52 119 978 063

Geotechnical Investigation Report

Proposed Development at 19-23 Smallwood Avenue,

Homebush NSW

prepared for

Humble Capital

Report No. P2017-011-G210

April 2017

April 2017 Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 2 of 16

DOCUMENT CONTROL REGISTER

Document Information

Job Number G210

Document Number 1

Report Title Geotechnical Investigation

Site Address 19-23 Smallwood Avenue , Homebush

Prepared for Humble Capital

Document Review

Revision Number Date Issued Description Issued By

0 15/04/17 Initial Issue Ben Buckley

Distribution Register

Distribution Method Custodian Issued to

Electronic B. Buckley Benviron Group Office

Electronic Humble Capital

Authorisation and Release

Signature Name Date

Author

Noriman Mak 15/04/17

Author

Benjamin Buckley 15/04/17


Executive Summary

Benviron Group carried out a geotechnical investigation at 19-23 Smallwood Avenue,

Homebush on the 29 March 2017 to investigate and assess the site’s surface and subsurface

conditions in order to provide geotechnical recommendations and advice for the design and

construction of the proposed residential development.

It is understood the proposed development involves the demolition of all existing site features

on 19-23 Smallwood Avenue, Homebush and the construction a 8-storeys high residential

building and a 2 level basement car parking facility. Vehicular entrance to the carpark will be

from Hudson Street with pedestrian entrances from both Smallwood Avenue in the southeast

and Hudson street in the northwest.

The investigation comprised drilling of two boreholes within accessible area of the site.

The boreholes were drilled and terminated at a depth of 9.55m (BH1) and 8.8m (BH2) below

existing ground level (bgl). Rock coring was undertaken to investigation the bedrock

stratigraphy commencing at approximately 5.5m (BH1) and 6.9m (BH2) below existing ground

level upon TC bit refusal. Groundwater seepage was observed in both boreholes at

approximately +RL 6.5mAHD when measured on the 30 March 2017..

This report presents and interprets the findings of the geotechnical investigation that was

carried within accessible areas of the site. Based on the outcome of this investigation,

geotechnical assessment and recommendations are presented.

The proposed development is considered feasible subjected to the recommendations

provided in this report are carried out.


Table of Contents

EXECUTIVE SUMMARY ...........................................................................................................................3

1.0 INTRODUCTION ..............................................................................................................................5

2.0 AVAILABLE INFORMATION ........................................................................................................5

2.1 SITE LOCATION AND DESCRIPTION .........................................................................................6

2.2 REGIONAL GEOLOGY ..................................................................................................................6

3.0 FIELDWORK .....................................................................................................................................6

3.1 SUBSOIL CONDITIONS .................................................................................................................7

3.2 GROUND WATER ..........................................................................................................................8

4.0 DISCUSSIONS AND RECOMMENDATIONS...............................................................................8

4.1 GENERAL ........................................................................................................................................8

4.2 EXCAVATION CONDITIONS AND VIBRATION CONTROL ...................................................9

4.3 GROUND WATER MANAGEMENT ........................................................................................... 10

4.4 TEMPORARY BATTER SLOPES ................................................................................................ 10

4.5 RETAINING STRUCTURES ......................................................................................................... 11

4.6 FOUNDATION SYSTEMS ............................................................................................................ 13

5.0 CONCLUSIONS ............................................................................................................................... 13

Appendix A: Figures

Appendix B: Engineering Logs

Appendix C: Core Photos

References

Limitations


1.0 INTRODUCTION

Benviron Group was engaged to undertake a geotechnical investigation at No19-23

Smallwood Avenue, Homebush (‘the site’). The purpose of this investigation is to assess the

site’s surface and subsurface conditions within accessible areas in order to provide

geotechnical recommendations and advice for the design and construction of the proposed

residential development in preparation for a development application submission.

The proposed development involves the demolition of all existing site features and the

construction of a 8-storeys residential building with a 2-level basement car parking facility.

The geotechnical investigation was carried out on the 29 March 2017 at the site. The

fieldwork was undertaken using a truck mounted drilling rig with coring facilities to accessible

parts of the site. Two boreholes holes were drilled with rock coring to the depth below the

base of the proposed bulk excavation level at the basement 2. This report presents the

findings of this investigation as follows:

▪ Site location, description and regional geology

▪ Fieldwork and investigation methodology,

▪ Subsurface conditions,

▪ Groundwater conditions and management,

▪ Recommendations on the excavation conditions and temporary slope batters,

▪ Recommendations on vibration control and management,

▪ Provision of earth pressure parameters for design of retaining structures, and

▪ Recommendations on footings and serviceability bearing pressures.

2.0 AVAILABLE INFORMATION

At the time of writing this report, a survey plan prepared by Land Development Solutions ref

72843 dated 15 February 2017 titled Detailed and Level Survey of Lot A in DP311140 and Lot

1 & 2 in DP312801 was provided to us, and a set of architectural drawings from the client as

listed below, by Urban Link , were provided to us: -


• DA001 - Cover Sheet

• DA1001 - Site Location and Analysis

• DA1002 - Site Plan/Roof Plan

• DA2001 - Basement 2

• DA2002 - Basement 1

• DA2003 - Ground Floor

• DA2004 - Level 1-4

• DA2005 - Level 5

• DA2006 - Level 6

• DA2007 - Floor Plans / Roof Plan

• DA3001 - Elevation – North Elevation

• DA3002 - Elevation – South Elevation

• DA3003 - Elevation – East & West Elevation

• DA4001 - Sections - Section A

2.1 Site Location and Description

The site is located in the suburb of Homebush, approximately 11 Km west of the Sydney CBD

as shown in the Locality Plan (Figure 1). The site comprises three adjoining lots, and is

bounded by Smallwood Avenue in the southeast , Hudson Street in the northwest, and

neighboring residential properties on either sides in the northeast and southwest of the site

boundaries (Figure 2). The proposed development comprises a 8-storeys building with a 2

level basement carpark. The footprint of the proposed basement carpark and the final

finished level of level B2 together with the investigation holes are shown in Figure 3.

2.2 Regional Geology

Reference to the Sydney 1: 1:100,000 Geological Series Sheet 9029-9130 Edition 1, 1983,

indicates the site to be underlain by Ashfield Shale from the Wianamatta Group of the Middle

Triassic Age. Ashfield Shale is typically consisted of dark grey to black shale and laminate.

3.0 FIELDWORK

Fieldwork for the geotechnical investigation was carried on the 29 March 2017 and comprised

the following works:

• A detailed walk-over inspection of the site and surrounding environment to capture any

significant geological features.


• Drilling of two (2) boreholes (BH1 to BH2) using a 10 tonne drilling rig mounted with TC

bit attached to a solid flight auger and further advancement using NMLC diamond rock

coring techniques to drill down to a total depth of 9.55m (BH1) and 8.80m (BH2).

• Groundwater was observed at approximately 4.5m below existing ground level in BH1

and at approximately 3.6m below existing ground level for BH2.

• Standard Penetration Tests (SPT) was undertaken at regular intervals within the borehole

to assess the in-situ strength of subsoil properties.

The approximate locations of the investigation locations are shown in Figure 2 with respect

to the current site layout, and in Figure 3 with respect to the future proposed basement

footprints. A typical section across the site showing the investigation holes with respect to

the proposed basement carpark is shown Figure 4. The Engineering Logs are presented in

Appendix B, and Core photographs are presented in Appendix C.

3.1 Subsoil Conditions

Based on information gathered and observations made from the site inspection, it can be

inferred that it is likely the subsoil profile comprises fill overlying residual silty CLAY underlain

by the Shale Bedrock .

The subsurface soil profile within BH1 comprises shallow fill underlain by a mixture of stiff to

very stiff low to medium plasticity silty clay to a depth of approximately 3.0m below existing

ground level, where very low strength SHALE is encountered. The very low strength SHALE

gradually increases with depth to a low to medium strength rock at approximately 5.8m below

existing ground level and becomes of a medium to high strength nature at approximately

6.3m below existing ground level. The high strength SHALE commences at approximately

7.6m below existing ground level and continues to be so to a depth at 9.55m below existing

ground level where the borehole was terminated.

The subsurface soil profile within BH2 exhibits similar subsurface profile to that of BH1. The

fill is underlain by a mixture of mixture of stiff to very stiff low to medium plasticity silty clay

to a depth of approximately 3.0m below existing ground level, where very low strength SHALE


is encountered and gradually increases to a low to medium strength rock at approximately

4.6m below ground level and becomes of a medium to high strength nature at a depth of

approximately 6.9m below existing ground level. The high strength SHALE commences at

approximately 7.8m below existing ground level and continues to be so to a depth of 8.8m

below existing ground level where the borehole was terminated.

3.2 Ground Water

Groundwater or seepage was observed in the boreholes on the 30 March 2017. However,

it should be noted groundwater levels may be subject to seasonal fluctuations, rainfall,

prevailing weather conditions and also future developments of the areas and land forms.

4.0 DISCUSSIONS AND RECOMMENDATIONS

4.1 General

From the result of the investigation obtained on this site, it can be inferred that the subsoil

conditions comprise generally shallow fill overlying stiff to hard low plasticity residual clay,

and extremely weathered shale underlain by low to medium to high strength weathered

Shale with depth.

The proposed development involves the demolition of all existing site features and the

construction of a 8-storeys residential building with a 2-level basement car parking facility.

Formation of the basement is expected to entail excavations down to a level at approximately

+RL 4.5mAHD, which requires an excavation of up to 6m deep. The proposed basement will

extend close to the north eastern, south eastern and south western site boundaries, and will

be set back by approximately 12.0m from the north-western boundary adjacent to Hudson

Street.


4.2 Excavation Conditions and Vibration Control

Based on the available information, formation of the proposed basement bulk excavation will

comprise mostly stiff to hard residual soils of up to 3m and then a very low/low strength

weathered shale to about 4.5-5.8m, followed by a low to medium strength weathered shale

to the base of the basement excavation.

Based on the available information from BH1 and BH2, we anticipate that the excavation of

such materials can be achieved by conventional excavation methods. However, harder shale

may encounter towards the base of the excavation, where rock breaking hammer may be

required to increase the excavation performance. It is less likely that high strength shale

bedrock is encountered within the proposed excavation ( This is to be confirmed within the

south-eastern section of the site by additional boreholes when access is provided after

demolition of existing buildings); however, if it is encountered, saw cutting method may be

used along the excavation perimeter followed by rock breaking technique. This is to reduce

the vibrations transferred to neighbouring properties and reduce any risk to the integrity of

the nearby structures.

Should vibratory rock breaking technique be required, we recommend that ground vibrations

induced by rock hammering be monitored along the site boundaries to ensure that it is within

acceptable level. Induced vibrations in structures adjacent to the excavation should not

exceed a peak particle velocity (PPV) of 10mm/sec for structures in good condition or

2mm/sec for heritage or poor-conditioned structures.

We recommend that where percussive excavation techniques are to be adopted, dilapidation

reports are to be carried out on all adjoining buildings, roads and civil structures so that an

accurate record of the existing conditions of these elements are mapped prior to the

commencement of excavation. These records shall be agreed by the respective owner in

order to reduce the risk of future owner’s dispute on subsequent potential damage claims.


4.3 Ground Water Management

Ground water seepage was observed and assessed to be approximately 3.5m to 4.5m below

existing ground level. It should be noted groundwater conditions of a site might change with

climate and development variations. With the excavation anticipated to be at least

approximate 6m below existing ground level, based on the data observed from the investigation,

it is likely the excavation works below 3.5m is likely to encounter ground water seepage within

the site and ground water management is required for the basement excavation and

construction works. Depending on the ground water flow rate encountered, various method of

groundwater management can be made to ensure the integrity of the surrounding structures

are safeguarded. It is anticipated that the groundwater seepage in the clayey material during

excavation into the proposed excavation can be managed by using a system of toe drains

connected to sump pumps. A detailed ground water management system is to be designed

accordingly.

4.4 Temporary Batter Slopes

With the proposed development, there is very limited room for the use of temporary batter

slopes for the construction except for the north-western basement perimeter wall. However,

should temporary batter slopes be used within the site boundaries, the maximum slopes of

the temporary batters in different materials are presented in Table 1.

Table 1: Minimum temporary batter slopes

Materials Temporary

(Horizontal: Vertical)

Fill 2.5:1.0

Firm/Stiff Clay 2.0:1.0

Extremely/Highly Weathered Shale 1.0:1.0

Distinctly Weathered Shale 0.75:1.0

Temporary surface protection against erosion may be provided by covering the batter with

plastic sheeting, and these should be applied for a limited time and inspected by


Geotechnical Engineers after significant events. It should be noted however that the plastic

sheeting should extend at least 1.5m behind the crest of the cut face or at least up to the

common site boundaries.

4.5 Retaining Structures

With most of the proposed basement footprint close to the site boundaries, the forming of

basement will preferably need to adopt a construction methodology that exposed faces are

supported at all times in particularly, to manage ground movement by limiting wall

deflections to acceptable limits during all stages of the excavation works. The retaining

structures should be designed to withstand the applied lateral pressures of the soil layers, the

hydrostatic groundwater pressure, and all existing surcharges in their zone of influence that

includes existing nearby structures and traffic loadings.

In general, it is considered a contiguous pile wall system may be necessary to ensure that the

excavation faces are protected at all times. Other methods such as a soldier pile wall with

shotcrete infill panels can also be adopted provided the soil and groundwater conditions are

further assessed and considered in their design and the period of exposed faces should be

kept to a minimum.

The pressure distribution on cantilever retaining structures may be assumed to be triangular

and estimated as follows:

ph = kH + qk

Where,

ph = Horizontal pressure (kN/m2)

= Wet density (kN/m3)

k = Coefficient of earth pressure (ka or ko)

H = Retained height (m)

q = Surcharge pressure behind retaining wall (kN/m2)


For the design of flexible retaining structures, where some lateral movement is acceptable,

an active earth pressure coefficient is recommended. Should it be critical to limit the

horizontal deformation of a retaining structure, use of an earth pressure coefficient at rest

should be considered. Recommended parameters for the design of retaining structures are

presented in the following Table 2.

Table 2: Geotechnical Design Parameters

Materials

Unit

Weight

(kN/m3)

Active Earth

Pressure

coefficient

(Ka)

At Rest Earth

Pressure

Coefficient

(Ko)

Passive Earth

Pressure Coefficient

(Kp) or Pressure

Fill 18 0.4 0.6 ignore

Residual Soil 19 0.35 0.50 ignore

Extremely Weathered

Shale (XW) 20 0.25 0.40 250kPa

Distinctly to Slightly

Weathered Shale

(DW/SW)

21 0.20 0.3 375kPa

Slightly Weathered to

Fresh Shale

(SW/FR)

22 0.15 0.2 500kPa

The above coefficients assume that ground level behind the retaining structures is

horizontal and the retained material is effectively drained. It should be noted that

hydrostatic pressures due to ground water table and surcharge due to nearby structures

(within the influence zone) and traffic should also be taken into the account in the design

of the retaining structures. This is particularly the case for the retaining walls located

immediately adjacent to the neighbouring buildings.

Should the retaining structures be anchored or strutted, the pressure distribution is

assessed to be rectangular, with magnitude estimated as follows:

ph = 0.65kH

Retaining structures should be designed in accordance with AS4678-2002.


4.6 Foundation Systems

Based on the information obtained to date, a suitable medium to high strength rock stratum

may likely to be encountered at a depth of at least 6.5m below existing ground level. The

foundation level of the proposed development is anticipated to be within the Class III or

better stratum within the Shale Bedrock. It is therefore considered that foundations footings

founded on this Shale material (Class III or better) can be designed for a serviceability end

bearing capacity of 3000 kPa with a minimum socket length of 0.5 m into Class III bedrock or

better. Should deep foundation systems (piles) be adopted in design, an allowable shaft

adhesion of 300 kPa is recommended within Class III shale for clean and rough socket surfaces.

Footings designed based on the above allowable bearing pressures are anticipated to

experience settlements not more than 1% of the footing minimum dimension. It is

recommended that all footings are to be founded on the same stratum to minimise the

possibility of differential settlement.

We consider higher bearing capacities may be justified for footings subject to confirmation of

additional drilling below the founding level and rock strength testing. It is recommended that

a further exploratory drilling be carried out into the foundation material once excavation to

the final basement level has been reached. The footing inspection and assessment

requirement can be referred to the guidelines provided in Pells et al.(Reference 3).

A qualified geotechnical engineer should inspect the footing excavations to confirm

appropriate founding materials, and to ensure the serviceability bearing pressures could be

met. Footing excavations should be cleaned and wet and debris should be removed prior to

the concrete placement.

5.0 CONCLUSIONS

This report presents the findings and recommendations for the proposed residential

development at 19-23 Smallwood Avenue , Homebush NSW. It is based on the geotechnical


investigation results available to date. It considers that the proposed development is feasible

subjected to the recommendations presented in this report.

For and on behalf of

Benviron Group Reviewed by

Noriman Mak Ben Buckley

Geotechnical Engineer Director

MIEAust., RPE (Civ, Geo), NPER (Civ, Geo)


REFERENCES

1. Australian Standard AS1726-1993 ‘Geotechnical Site Investigation’; and

2. Pells, P.J.N, Mostyn, E and Walker , B F – Foundations on Sandstone and Shale in the

Sydney Region, Australian Geomechanics Journal, Dec 1998

3. Pells, P.J.N, Douglas D.J, Rodway, B, Thorne C, McManon B.K – Design Loadings for

Foundations on Shale and Sandstone in the Sydney Region, Australian Geomechanics

Journal, 1978


LIMITATIONS The assessment of the sub-surface profile within the proposed development area and the

recommendations presented in this report are based on limited information available to date.

The recommendations and advice presented in this report on soil and rock condition is considered

to be indicative only as only very limited areas were assessed on site to date. Site inspection by a

consulting Geotechnical Engineer or Engineering Geologist are to be undertake when further

investigation works are to be carried out to confirm the condition of founding materials in which

this geotechnical assessment recommends.

Anecdotal evidence and Information provided by client is assumed to be relevant and to the best of

knowledge be appropriate for its interpretation.

There is a possibility that the actual geotechnical and groundwater conditions across the site could

differ from the inferred geotechnical assumptions and derivations on which our recommendations

are presented in this report.

___________________________________________________________________________________________

Appendix A

Key DRAWN

RL

Site Location FIGURE

1

Job #

G210

SITE LOCATION

Humble Capital

19-23 Smallwood Avenue, Homebush

Key DRAWN

RL

FIGURE

2

Geotechnical Investigation holes Job #

G210

Site Features and Borehole Location Plan

Humble Capital


BH2

BH1

The Site

Warehouse - Sydney Market

Key DRAWN

RL

Geotechnical Investigation holes FIGURE

3

Job #

G210

Investigation Holes and Basement Outline

Humble Capital


Set Back of 12m

appro 5.0m

appro 5.6m

6.0m

appro 5.0m

Smal

lwo

od

Ave

nu

e

Hu

dso

n S

tre

et

Key DRAWN

RL

f FIGURE

Geotechnical Investigation holes 4

Job #

G210

Locations on Section Plan

Humble Capital


EGL approx RL 10.0 mAHDDepth 8.80m BL approx RL 1.2 mAHD

EGL approx RL 11.10mAHDDepth 9.55 m BL approx. RL 1.55mAHD

approx existing ground level EGL

Approx EGL RL = +12.1m

Approx EGL RL = +9.8m

Hu

dso

n

Smal

lwo

od

Ave

nu

e

___________________________________________________________________________________________

Appendix B

Job No:

Hole No: BH1

Sheet 1 of 2

ENGINEERING LOG OF DRILLED BOREHOLEClient: Humble Capital Test Location: Refer to Figure 2, 3, &4Project: Geotechnical Investigation Test Method: Drill Rig ( Han-Jin)Project Location: 19-23 Smallwood Avenue, Homebush Date: 29.03.2017 Logged by: RL

Gro

un

dw

ater

Sam

ple

s/

Fiel

d T

ests

De

pth

(m

)

Gra

ph

ic L

og

Un

ifie

d

Cla

ssif

icat

ion

Description Mo

istu

re

Co

nd

itio

n

Co

nsi

sten

cy/

Rel

. De

nsi

ty

Additional Comments De

pth

(m

)

0.1 0.1

0.2 Fill: Silty Clay, medium to high plasticity, dark brown M S/F 0.2

0.3 0.3

0.4 0.4

0.5 RESIDUAL SOIL : Silty CLAY, low to medium plasticity, M St 0.5

0.6 red/grey with a few ironstone 0.6

0.7 0.7

0.8 0.8

0.9 Low TC bit resistance 0.9

1.0 1.0

1.1 1.1

1.2 1.2

1.3 1.3

1.4 1.4

1.5 1.5

1.6 M 1.6

1.7 1.7

1.8 1.8

1.9 1.9

2.0 2.0

2.1 2.1

2.2 2.2

2.3 2.3

2.4 2.4

2.5 2.5

2.6 2.6

2.7 2.7

2.8 Medium TC bit resistance 2.8

2.9 2.9

3.0 3.0

3.1 Extremely weathered SHALE, Grey 3.1

3.2 3.2

3.3 3.3

3.4 3.4

3.5 Continue in Sheet1 of 2 3.5

Explanatory Notes:

Consistency Density Index Samples Moisture

VS Very Soft VL Very Loose B Bulk Sample D Dry

S Soft L Loose D Disturbed Sample M Moist

F Firm MD Medium Dense U50 Undisturbed Sample W Wet

St Stiff D Dense (50mm diam.) Wp Plastic Limit

VSt Very Stiff VD Very Dense N S.P.T. Value Wl Liquid Limit

H Hard

Surface Level: approx RL11.1 mAHD

SPT

2,4,5

N=9

G210

H

SPT

4,13,NA

N>50

SPT

13,20,19

N=39

RESIDUAL SOIL : Silty CLAY, low to medium plasticity, grey

with few ironstones VSt

Job No:

Hole No: BH1

Sheet 2 of 2


Gro

un

dw

ater

Sam

ple

s/

Fiel

d T

ests

De

pth

(m

)

Gra

ph

ic L

og

Un

ifie

d

Cla

ssif

icat

ion

Description Mo

istu

re

Co

nd

itio

n

Co

nsi

sten

cy/

Rel

. De

nsi

ty


pth

(m

)

3.6 Extremely weathered SHALE, grey 3.6

3.7 3.7

3.8 3.8

3.9 3.9

4.0 4.0

4.1 4.1

4.2 4.2

4.3 4.3

4.4 groundwater @ 4.45m 4.4

GW ̅̅̅̅̅̅̅̅̅ ↓ 4.5 31.03.2017 4.5

4.6 High TC bit resistance 4.6

4.7 4.7

4.8 4.8

4.9 4.9

5.0 5.0

5.1 Extremely weathered SHALE, brownish grey H 5.1

5.2 5.2

5.3 5.3

5.4 5.4

5.5 5.5

5.6 Start NMLC Coring At 5.5m 5.6

5.7 5.7

5.8 5.8

5.9 5.9

6.0 6.0

6.1 6.1

6.2 6.2

6.3 6.3

6.4 6.4

6.5 6.5

6.6 6.6

6.7 6.7

6.8 6.8

6.9 6.9

7.0 7.0

Explanatory Notes:







H Hard

SPT

3,NA,NA

N>50

G210


H

SPT

3,10,26

N=36

TC Bit refusal at 5.5 m

Hole No: BH1

Sheet: 1 of 2

ENGINEERING LOG OF CORED HOLE Driller: BG

Client: Humble Capital Hole Commenced: 29.03.2017

Project: High Density Residential Development Hole Completed: 29.03.2017

Project Location: 19-23 Smallwood Avenue, Homebush Supervised by: RL

Checked by: NM

Drill Model: Dill Rig ( Han-Jin) Slope: 90o

90o

R.L. Surface: Existing

Barrel Type / Length: NMLC Bearing: - Datum: +41.5m approx +11.1 m AHD

Drilling Information Rock Substance Rock Mass Defects

Meth

od

Case -

Lift

Gro

undw

ate

r

Sam

ple

s /

Fie

ld T

ests

Depth

(m

)

Gra

phic

Log

Substance Description Weath

ering

EL

VL

L

E

stim

ate

dM H

S

tre

ng

thV

HE

H

Is(5

0)

M

Pa

30

10

0

Defe

ct

30

01

00

0

S

pa

cin

g

30

00

Defect Description Depth

(m

)

5.0 5.0

5.1 5.1

5.2 5.2

5.3 5.3

5.4 5.4

5.5 Rock coring starts at 5.5m 5.5

5.6 5.6

5.7 5.7

N 5.8 5.8

M 5.9 SHALE, brownish grey, XW/ 5.90 CleanJoints 5.9

L 6.0 very closely spaced to closely spaced, DW 6.05 CleanJoints 6.0

C 6.1 low to medium strength 6.19 CleanJoints 6.1

6.2 6.2

6.3 6.31-6.35 Clay Seam 6.3

6.4 SHALE, greenish grey, DW/ 6.4

6.5 closely spaced to moderately spaced SW 6.5

6.6 medium to high strength 6.67 CleanJoints 6.6

6.7 6.7

6.8 6.91,6.92 CleanJoints 6.8

6.9 6.91,6.95 CleanJoints 6.9

7.0 7.0

7.1 7.10 CleanJoints 7.1

7.2 7.2





7.7 7.7

7.8 7.8

7.9 7.9

8.0 8.0

8.1 SHALE, greenish grey, SW 8.1

8.2 closely spaced to moderately spaced 8.21 CleanJoints 8.2

8.3 high strength 8.3

8.4 8.4

8.5 8.5


Key - Method Case - lift Weathering Strength Is (50) MPa

AS Auger Screwing Casing used Fr Fresh EL Extremely Low < 0.03

AD Auger Drilling Barrel withdrawn water level SW Slightly weathered VL Very Low 0.03 - 0.1

R Roller / Tricone date shown DW Distinctly weathered L Low 0.1 - 0.3

W Washbore Water inflow HW Highly weathered M Medium 0.3 - 1.0

NMLC NMLC Core Drill Partial drilling water loss EW Extremely weathered H High 1.0 - 3.0

NQ,HQ Wireline Core Drill Complete drilling water loss FZ Fracture Zone VH Very High 3.0 - 10.0

CS Clay Seam EH Extremely High >10.0

Job. No G210

RQD

60%

RQD

85%

SPT Sampling Zone

Hole No: BH1

Sheet: 2of 2





Checked by: NM


90o




Meth

od

Case -

Lift

Gro

undw

ate

r

Sam

ple

s /

Fie

ld T

ests

Depth

(m

)

Gra

phic

Log


ering

EL

VL

L

E

stim

ate

dM H

S

tre

ng

thV

HE

H

Is(5

0)

M

Pa

30

10

0

Defe

ct

30

01

00

0

S

pa

cin

g

30

00


(m

)


N 8.8 closely spaced to moderately spaced 8.8

M 8.9 high strength 8.92 CleanJoints( 30°) 8.9

L 9.0 9.0

C 9.1 9.1

9.2 9.2

9.3 9.3

9.4 9.4

9.5 9.5

9.6 BH1 Terminated at 9.55 m 9.6

9.7 9.7

9.8 9.8

9.9 9.9

10.0 10.0

10.1 10.1

10.2 10.2

10.3 10.3

10.4 10.4

10.5 10.5

10.6 10.6

10.7 10.7

10.8 10.8

10.9 10.9

11.0 11.0

11.1 11.1

11.2 11.2

11.3 11.3

11.4 11.4

11.5 11.5

11.6 11.6

11.7 11.7

11.8 11.8

11.9 11.9

12.0 12.0

12.1 12.1

12.2 12.2

12.3 12.3









Job. No G210

RQD

65%

Job No:

Hole No: BH2

Sheet 1 of 2


Gro

un

dw

ater

Sam

ple

s/

Fiel

d T

ests

De

pth

(m

)

Gra

ph

ic L

og

Un

ifie

d

Cla

ssif

icat

ion

Description Mo

istu

re

Co

nd

itio

n

Co

nsi

sten

cy/

Rel

. De

nsi

ty


pth

(m

)

0.1 0.1

0.2 Fill: Silty Clay, medium to high plasticity, dark brown M S/F 0.2

0.3 0.3

0.4 0.4

0.5 0.5

0.6 RESIDUAL SOIL: Silty CLAY, medium plasticity, red/grey M F/St 0.6

0.7 with a few ironstone 0.7

0.8 0.8

0.9 Low TC bit resistance 0.9

1.0 1.0

1.1 RESIDUAL SOIL : Silty CLAY, low to medium plasticity, M St 1.1

1.2 red/orange/ grey 1.2

1.3 1.3

1.4 1.4

1.5 1.5

1.6 1.6

1.7 1.7

1.8 1.8

1.9 1.9

2.0 2.0

2.1 RESIUDAL SOIL: Silty CLAY, low to medium plasticity, grey M 2.1

2.2 2.2

2.3 2.3

2.4 2.4

2.5 2.5

2.6 2.6

2.7 2.7

2.8 Medium TC bit resistance 2.8

2.9 2.9

3.0 3.0

3.1 3.1

3.2 3.2

3.3 3.3

3.4 3.4

3.5 Continue in Sheet1 of 2 3.5

Explanatory Notes:







H Hard

SPT

6,8,11

N=19

Extremely weathered SHALE,greyVSt

SPT

2,4,6

N=10

St/VSt

G210


Job No:

Hole No: BH2

Sheet 2 of 2


Gro

un

dw

ater

Sam

ple

s/

Fiel

d T

ests

De

pth

(m

)

Gra

ph

ic L

og

Un

ifie

d

Cla

ssif

icat

ion

Description Mo

istu

re

Co

nd

itio

n

Co

nsi

sten

cy/

Rel

. De

nsi

ty


pth

(m

)

GW ̅̅̅̅̅̅̅̅̅ ↓ 3.6 Extremely Weathered SHALE, grey groundwater @ 3.6m 3.6

3.7 3.7

3.8 3.8

3.9 3.9

4.0 4.0

4.1 4.1

4.2 4.2

4.3 4.3

4.4 4.4

4.5 4.5


4.7 4.7

4.8 4.8

4.9 4.9

5.0 5.0

5.1 5.1

5.2 5.2

5.3 5.3

5.4 5.4

5.5 5.5

5.6 5.6

5.7 5.7

5.8 5.8

5.9 5.9

6.0 6.0


6.2 6.2

6.3 6.3

6.4 6.4

6.5 6.5

6.6 6.6

6.7 6.7

6.8 6.8

6.9 6.9

7.0 Start NMLC Coring At 6.9m 7.0

Explanatory Notes:







H Hard

Extremely Weathered SHALE, brownish grey

SPT

14,NA,N

A

TC Bit refusal at 6.9 m

Extremely Weathered SHALE, brownish grey with some

ironstainning core stones

H

G210


SPT

16,NA,NA

N>50

VSt

VSt/H

Hole No: BH2

Sheet: 1 of 1





Checked by: NM


90o




Meth

od

Case -

Lift

Gro

undw

ate

r

Sam

ple

s /

Fie

ld T

ests

Depth

(m

)

Gra

phic

Log


ering

EL

VL

L

E

stim

ate

dM H

S

tre

ng

thV

HE

H

Is(5

0)

M

Pa

30

10

0

Defe

ct

30

01

00

0

S

pa

cin

g

30

00


(m

)

6.0 6.0

6.1 6.1

6.2 6.2

6.3 6.3

6.4 6.4

6.5 6.5

6.6 6.6

6.7 6.7

6.8 Rock coring starts at 6.9m 6.8

6.9 SHALE, greenish grey, DW/ 6.95 CleanJoints 6.9

7.0 closely spaced to moderately spaced SW 7.03 CleanJoints 7.0

7.1 medium to high strength 7.13 CleanJoints 7.1

N 7.2 7.2

M 7.3 7.3

L 7.4 7.4

C 7.5 7.5


7.7 7.7

7.8 7.8


8.0 moderately spaced to widely spaced 8.0

8.1 high strength 8.1

8.2 8.2

8.3 8.3

8.4 8.4

8.5 8.5

8.6 8.6

8.7 8.7

8.8 8.8

8.9 BH2 Terminated at 8.8 m 8.9

9.0 9.0

9.1 9.1

9.2 9.2

9.3 9.3

9.4 9.4

9.5 9.5

9.6 9.6









Job. No G210

RQD

80%

RQD

100%

___________________________________________________________________________________________

Appendix C

___________________________________________________________________________________________

Core Photographs

Documents

Geotechnical Investigation Report - Strathfield Council · Geotechnical Investigation Report, Ref: P2017-011-G210 Site: 19-23 Smallwood Avenue, Homebush Page 3 of 16 Executive Summary