dam stability assessment

Dam Stability Assessment Moss Vale Road, Cambewarra

i

M Dam Stability Assessment

Moss Vale Road, Cambewarra 5017190186

Prepared for Moss Vale Road North, Owners Group 19/02/2019


ii

Contact Information

Construction Sciences Pty Ltd ABN 35 069 211 561 140 Industrial Road Oak Flats NSW 2529 Telephone: + 612 4257 4485 Facsimile: + 612 4257 4463 www.constructionsciences.net

Document Information

Prepared for Moss Vale Road North, Owners Group

Project Name Moss Vale Road, Cambewarra

File Reference 5017190186-A

Job Reference 5017190186

Date 19/02/2019

Document History

Version Effective Date

Description of Revision Prepared by: Reviewed by:

A 23/01/2019 0 Robert De Jong

Martin Williams

B 19/02/2019 Comment on Priestly Water Level Robert De Jong

Martin Williams

© Construction Sciences 2018. Copyright in the whole and every part of this document belongs to Construction Sciences and may not be used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Construction Sciences.

This document is produced by Construction Sciences solely for the benefit and use by the client in accordance with the terms of the engagement. Construction Sciences does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document.


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Table of Contents

1.0 Introduction 1

2.0 Site Description and Geology 1

3.0 Fieldwork 2

4.0 Subsurface Conditions 2

5.0 Laboratory Testing 3

6.0 Slope Stability Analyses 4

Appendices

Appendix A LIMITATIONS

Appendix B BOREHOLE LOGS & SITE PLAN

Appendix C LABORATORY TEST RESULTS

Appendix D SLOPE STABILITY ANALYSES

1

1.0 Introduction

Moss Vale Road North, Owners Group commissioned Construction Sciences Pty. Ltd. (CS) to assess the stability of the Dickerson and Priestly dams located on properties north of Moss Vale Road, Cambewarra. A previous report by Network Geotechnics (NG), now trading as CS, reference W07/4995 dated May 2018, indicates that the dams were constructed some time between 1984 and 2006.

2.0 Site Description and Geology

2.1 Dickerson Dam The Dickerson Dam is located about 500m north of Moss Vale Road, approximately 160m west of Bells Lane and approximately 140m south of Abernethys Lane. It is bound by farmland to the north, east and west and forest to the south. Stables and sheds are located to the north. The dam embankment is generally grass covered with some small to medium trees growing along the western end of the embankment. An unsealed driving track is located along the top of the dam embankment. At the time of the site investigation the water level in the dam was about 2m below the top of the embankment level. The slope at the front of the dam (the eastern side) ranges between 7-10° down towards the east. There is an approximately 4m drop from the top of the embankment to lower lying ground to the east.

Photo 1: Dickerson Dam

2

2.2 Priestly Dam The Priestly Dam is located about 300m east of Moss Vale Road and 1.2km north west of Dickerson Dam. At the time of the site investigation the water level in the dam was about 1.5m below the top of the embankment level. It is bounded by farmland on all sides. The dam embankment has reeds growning along its north western edge, the rest of the dam wall is grass covered, with a barbed wire fence running along the south eastern edge at the top of the embankment. See Photo 2 below.

Photo 2: Priestly Dam The existing slope at the front of the embankment is up to 20° towards the south east. This slope continues for about 17m from the top of the embankment down to the break of slope with the natural ground surface which is sloping at 5-8° toward the south-east.

3.0 Fieldwork

Fieldwork was carried out on the 8th and 9th of January 2019 and comprised six boreholes drilled to a maximum depth of 7.5m using a tracked mounted drilling rig. The fieldwork was carried out by an Engineering Geologist from CS, who determined the test locations, carried out sampling and compiled engineering logs of the profiles encountered. Standard Penetrometer Tests (SPT) were conducted at intervals no greater than 1.5m in each borehole to assess the in-situ strength of the subsurface profile. Approximate borehole locations are shown on the attached site plan (ref: 5017190186-1) in Appendix B.

4.0 Subsurface Conditions

The subsurface soil profiles encountered in the boreholes are summarised in Tables 1 and 2 below. Reference should be made to the attached borehole logs in Appendix B for a more detailed description of soils encountered at a particular location.

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Table 1 – Summary of subsurface profile – Dickerson Dam

Layer/Description Depth to Base of Layer (m)

FILL: CLAY with sand and trace of gravel 2.2 to 3.0

ALLUVIAL/RESIDUAL: Silty CLAY and Sandy CLAY 5.9 to 7.2

ROCK: Sandstone, fine to medium grained, orange-brown and grey

>7.2

During our investigation, groundwater was encountered at 5.5m depth in BH2 only at Dickerson Dam. Table 2 – Summary of subsurface profile – Priestly Dam

Layer/Description Depth to Base of Layer (m)

FILL: CLAY with sand and trace of gravel 2.1 to 4.2

ALLUVIAL/RESIDUAL: Silty CLAY and Sandy CLAY 5.75 and >7.5

ROCK: Sandstone, fine to medium grained, orange-brown and grey

>6.0

During our investigation, groundwater was not encountered in the boreholes at Priestly Dam. It should be noted that groundwater may vary in response to environmental factors including weather and seasonal change.

5.0 Laboratory Testing

Two samples, from the fill material at each dam were submitted for Atterberg Limits and particle size distribution (PSD) tests. The results for the Atterberg Limits tests are summarised in Table 3 below. Table 3: Atterberg Limits Results Summary

Borehole No. Depth (m) Description MC (%)

LL (%)

PL (%)

PI (%)

LS (%)

BH2 1-1.5 CLAY 19.2 39 17 22 11.0 BH4 1-1.5 CLAY 15.0 37 18 19 10.0

Note: MC % (Moisture Content) LL % (Liquid Limit), PL % (Plastic Limit), PI % (Plastic Index) The laboratory results confirm that the fill materials generally comprise medium plasticity Sandy Clay soils. For further details, reference should be made to the laboratory results attached in Appendix C.

4

6.0 Slope Stability Analyses

Slope stability analyses have been undertaken for each dam using SLOPE/W Version 9.0 software produced by Geoslope International Limited. Stability has been assessed for the most likely point for instability to occur being the steepest and highest sections of the dam embankments. The cross sectional profiles of the dams were based on topographic level survey information provided by APS. Relatively conservative effective stress parameters have been used for the soil and rock materials. See Tables 4 and 5 below for soil parameters used. Table 4: Slope Stability Soil Parameters for Dickerson Dam

Soil Density (kN/m3) c’ Effective Cohesion

(kPa) Phi Friction Angle

(Degrees) Fill: CLAY 18 3 28 Silty CLAY 19 5 30

Sandy CLAY 19 4 30 SANDSTONE Impenetrable

Table 5: Slope Stability Soil Parameters for Priestly Dam

Soil Density (kN/m3) c’ Effective Cohesion

(kPa) Phi Friction Angle

(Degrees) Fill: CLAY 18 3 28 Silty CLAY 19 4 30

Factors of Safety (FoS) of >=1.5 for normal conditions and >=1.2 for saturated conditions are generally accepted requirements for development on or adjacent to slopes. Slope stability analyses showing critical failure circles are attached in Appendix D as Figures 2 to 5. CS’s slope stability analyses indicate that stability, under existing normal conditions, for both dams (Dickerson FoS=3.7, Priestly FoS=2.0) exceeds 1.5. Under extreme weather and saturated conditions, ie. dam at highest water level, slope stability analyses indicate that stability for both dams (Dickerson FoS=2.7, Priestly FoS=1.4) exceeds 1.2. However, it must be noted that our analyses cannot model ‘over topping’ of the dam and the potential erosion and instability effects that would produce. Consequently our analyses assume that ‘over topping’ will never be allowed to occur and that a ‘freeboard’ will always be maintained. In summary, the analyses indicate that both dams meet generally accepted minimum FoS against instability and consequently the risk of major dam instability is considered to be very low. Minor localised instability and slumps due to erosion and or severe weather will always remain a possibility, consequently monitoring and maintenance of the embankments should remain an ongoing process.

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Moss Vale Road, Cambewarra

APPENDIX

A LIMITATIONS

Important Information about this Geotechnical Report

Scope of Work

The purpose of this report and any associated documentation is expressly stated in the document. This

document does not form a complete assessment of the site, and no implicit determinations about

Construction Sciences scope can be taken if not specifically referenced. Whilst this report is intended to

reduce geotechnical risk, no level of detail or scope of work can entirely eliminate risk.

The nature of geotechnical data typically precludes auxiliary environmental assessment without undertaking

specific methods in the investigation. Therefore, unless it is explicitly stated in the scope of work, this report

does not provide any contamination or environmental assessment of the site or adjacent sites, nor can it be

inferred or implied from any component of the document.

The scope of work, geotechnical information, and assessments made by Construction Sciences may be

summarised in the report; however, all aspects of the document, including associated data and limitations

should be reviewed in its entirety.

Standard of care

Construction Sciences have undertaken investigations, performed consulting services, and prepared this

report based on the Client’s specific requirements, data that was available or was collected, and previous

experience.

Construction Sciences findings and assessment represent its reasonable judgment, diligence, skill, with

sound professional standards, within the time and budget constraints of its commission. No warranty,

expressed or implied, is made as to the professional advice included in this report.

Data sources

In preparing this document, or providing any consulting services during the commission, Construction Sciences may have relied on information from third parties including, but not limited to; sub-consultants,

published data, and the Client including its employees or representatives. This data may not be verified and

Construction Sciences assumes no responsibility for the adequacy, incompleteness, inaccuracies, or

reliability of this information.

Construction Sciences does not assume any responsibility for assessments made partly, or entirely based

on information provided by third parties.

Variability in conditions and limitations of data

Subsurface conditions are complex and can be highly variable; they cannot be accurately defined by

discrete investigations. Geotechnical data is based on investigation locations which are explicitly

representative of the specific sample or test points. Interpretation of conditions between such points cannot

be assumed to represent actual subsurface information and there are unknowns or variations in ground

conditions between test locations that cannot be inferred or predicted.

The precision and reliability of interpretive assessment between discrete points is dependent on the

uniformity of the subsurface strata, as well as the frequency, detail, and method of sampling or testing.

Subsurface conditions are formed by various natural and anthropogenic processes and therefore are

subject to change over time. This is particularly relevant with changes to the site ownership or usage, site

boundary or layout, and design or planning modifications. Aspects of the site may also not be able to be

determined due to physical or project related constraints and any information provided by Construction Sciences cannot apply following modification to the site, regulations, standards, or the development itself.

It is important to appreciate that no level of detail in investigation, or diligence in assessment, can eliminate

uncertainty related to subsurface conditions and thus, geotechnical risk. Construction Sciences cannot and

does not provide unqualified warranties nor does it assume any liability for site conditions not observed or

accessible during the investigations.

Verification of opinions and recommendations

Geotechnical information, by nature, represents an opinion and is based extensively on judgment of both

data and interpretive assessments or observation. This report and its associated documentation are

provided explicitly based on Construction Sciences opinion of the site at the time of inspection, and cannot

be extended beyond this.

Any recommendations or design are provided as preliminary until verified on site during project

implementation or construction. Inspection and verification on site shall be conducted by a suitably qualified

geotechnical consultant or engineer, and where subsurface conditions or interpretations differ from those

provided in this document or otherwise anticipated, Construction Sciences must be notified and be provided

with an opportunity to review the recommendations.

Client and copyright

This document is produced by Construction Sciences solely for the benefit and use by the Client in

accordance with the terms of the engagement. Construction Sciences does not and shall not assume any

responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on

the content of this document.

Copyright in the whole and every part of this document belongs to Construction Sciences and may not be

used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media

to any person other than by agreement with Construction Sciences.

6


APPENDIX

B BOREHOLE LOGS & SITE PLAN

LEGEND:

Scale: A4 - NOT TO SCALE Client: Moss Vale Road, Owners Group c/- Allen Price and Scarratts

Date: 9/1/2018 Project: Dam Stability Assessment

Drawn By: RDJ Location: Moss Vale Road, Cambewarra

Drawing No: 5017190186-1

Sheet: 1 of 2

SITE PLAN

1/140 Industrial Road, Oak Flats NSW 2529 Tel: (02) 4254 4458 Fax: (02) 4254 4463 Email: [email protected]

LEGEND:

Scale: A4 - NOT TO SCALE Client: Moss Vale Road, Owners Group c/- Allen Price and Scarratts

Date: 9/1/2018 Project: Dam Stability Assessment

Drawn By: RDJ Location: Moss Vale Road, Cambewarra

Drawing No: 5017190186-1

Sheet: 2 of 2

SITE PLAN

1/140 Industrial Road, Oak Flats NSW 2529 Tel: (02) 4254 4458 Fax: (02) 4254 4463 Email: [email protected]

Explanatory Notes The methods of description and classification of soils and rocks used in this report are based on Australian Standard AS1726-

2017 Geotechnical Site Investigations. Material descriptions are deduced from field observation or engineering examination,

and may be appended or confirmed by in situ or laboratory testing. The information is dependent on the scope of investigation,

the extent of sampling and testing, and the inherent variability of the conditions encountered.

Subsurface investigation may be conducted by one or a

combination of the following methods.

Method

Test Pitting: excavation/trench

BH Backhoe bucket

EX Excavator bucket

R Ripper

H Hydraulic Hammer

X Existing excavation

N Natural exposure

Manual drilling: hand operated tools

HA Hand Auger

Continuous sample drilling

PT Push tube

PS Percussion sampling

SON Sonic drilling

Hammer drilling

AH Air hammer

AT Air track

Spiral flight auger drilling

AS Auger screwing

AD/V Continuous flight auger: V-bit

AD/T Continuous spiral flight auger: TC-Bit

HFA Continuous hollow flight auger

Rotary non-core drilling

WB Washbore drilling

RR Rock roller

Rotary core drilling

PQ 85mm core (wire line core barrel)

HQ 63.5mm core (wire line core barrel)

NMLC 51.94mm core (conventional core barrel)

NQ 47.6mm core (wire line core barrel)

DT Diatube (concrete coring)

Sampling is conducted to facilitate further assessment of

selected materials encountered.

Sampling method

Soil sampling

B Bulk disturbed sample

D Disturbed sample

C Core sample

ES Environmental soil sample

SPT Standard Penetration Test sample

U Thin wall tube ‘undisturbed’ sample

Water sampling

WS Environmental water sample

Field testing may be conducted as a means of assessment

of the in situ conditions of materials.

Field testing

SPT Standard Penetration Test

HP/PP Hand/Pocket Penetrometer

Dynamic Penetrometers (blows per noted increment)

DCP Dynamic Cone Penetrometer

PSP Perth Sand Penetrometer

MC Moisture Content

VS Vane Shear

PBT Plate Bearing Test

IMP Borehole Impression Test

PID Photo Ionization Detector

If encountered, refusal (R), virtual refusal (VR) or hammer

bouncing (HB) of penetrometers may be noted.

The quality of the rock can be assessed by the degree of

natural defects/fractures and the following.

Rock quality description

TCR Total Core Recovery (%)

(length of core recovered divided by the length of core run)

RQD Rock Quality Designation (%)

(sum of axial lengths of core greater than 100mm long divided by the length of core run)

Notes on groundwater conditions encountered may include.

Groundwater

Not Encountered Excavation is dry in the short term

Not Observed Water level observation not possible

Seepage Water seeping into hole

Inflow Water flowing/flooding into hole

Perched groundwater may result in a misleading indication

of the depth to the true water table. Groundwater levels are

also likely to fluctuate with variations in climatic and site

conditions.

Notes on the stability of excavations may include.

Excavation conditions

Stable No obvious/gross short term instability noted

Spalling Material falling into excavation (minor/major)

Unstable Collapse of the majority, or one or more face of the excavation

Explanatory Notes: General Soil Description The methods of description and classification of soils used in this report are based on Australian Standard AS1726-2017

Geotechnical Site Investigations. In practice, a material is described as a soil if it can be remoulded by hand in its field condition

or in water. The dominant component is shown in upper case, with secondary components in lower case. In general

descriptions cover: soil type, plasticity or particle size/shape, colour, strength or density, moisture and inclusions.

In general, soil types are classified according to the

dominant particle on the basis of the following particle sizes.

Soil Classification Particle Size (mm)

CLAY < 0.002

SILT 0.002 0.075

SAND fine 0.075 to 0.21

medium 0.21 to 0.6

coarse 0.6 to 2.36

GRAVEL fine 2.36 to 6.7

medium 6.7 to 19

coarse 19 to 63

COBBLES 63 to 200

BOULDERS > 200

Soil types may be qualified by the presence of minor

components on the basis of field examination methods

and/or the soil grading.

Terminology In coarse grained soils In fine soils

% fines % coarse % coarse

Trace ≤5 ≤15 ≤15

With >5, ≤12 >15, ≤30 >15, ≤30

The strength of cohesive soils is classified by engineering

assessment or field/lab testing as follows.

Strength Symbol Undrained shear strength

Very Soft VS ≤12kPa

Soft S 12kPa to ≤25kPa

Firm F 25kPa to ≤50kPa

Stiff St 50kPa to ≤100kPa

Very Stiff VSt 100kPa to ≤200kPa

Hard H >200kPa

Cohesionless soils are classified on the basis of relative

density as follows.

Relative Density Symbol Density Index

Very Loose VL <15%

Loose L 15% to ≤35%

Medium Dense MD 35% to ≤65%

Dense D 65% to ≤85%

Very Dense VD >85%

The plasticity of cohesive soils is defined by the Liquid Limit

(LL) as follows.

Plasticity Silt LL Clay LL

Low plasticity ≤ 35% ≤ 35%

Medium plasticity N/A > 35% ≤ 50%

High plasticity > 50% > 50%

The moisture condition of soil (w) is described by

appearance and feel and may be described in relation to the

Plastic Limit (PL), Liquid Limit (LL) or Optimum Moisture

Content (OMC).

Moisture condition and description

Dry Cohesive soils: hard, friable, dry of plastic limit. Granular soils: cohesionless and free-running

Moist Cool feel and darkened colour: Cohesive soils can be moulded. Granular soils tend to cohere

Wet Cool feel and darkened colour: Cohesive soils usually weakened and free water forms when handling. Granular soils tend to cohere

The structure of the soil may be described as follows.

Zoning Description

Layer Continuous across exposure or sample

Lens Discontinuous layer (lenticular shape)

Pocket Irregular inclusion of different material

The structure of soil layers may include: defects such as

softened zones, fissures, cracks, joints and root-holes; and

coarse grained soils may be described as strongly or weakly

cemented.

The soil origin may also be noted if possible to deduce.

Soil origin and description

Fill Anthropogenic deposits or disturbed material

Topsoil Zone of soil affected by roots and root fibres

Peat Significantly organic soils

Colluvial Transported down slopes by gravity/water

Aeolian Transported and deposited by wind

Alluvial Deposited by rivers

Estuarine Deposited in coastal estuaries

Lacustrine Deposited in freshwater lakes

Marine Deposits in marine environments

Residual soil

Soil formed by in situ weathering of rock, with no structure/fabric of parent rock evident

Extremely weathered material

Formed by in situ weathering of geological formations, with the structure/fabric of parent rock intact but with soil strength properties

The origin of the soil generally cannot be deduced solely on

the appearance of the material and the inference may be

supplemented by further geological evidence or other field

observation. Where there is doubt, the terms ‘possibly’ or

‘probably’ may be used

Explanatory Notes: General Rock Description The methods of description and classification of rocks used in this report are based on Australian Standard AS1726-2017

Geotechnical Site Investigations. In practice, if a material cannot be remoulded by hand in its field condition or in water, it is

described as a rock. In general, descriptions cover: rock type, grain size, structure, colour, degree of weathering, strength, minor

components or inclusions, and where applicable, the defect types, shape, roughness and coating/infill.

Rock types are generally described according to the

predominant grain or crystal size, and in groups for each

rock type as follows.

Rock type Groups

Sedimentary Deposited, carbonate (porous or non), volcanic ejection

Igneous Felsic (much quartz, pale), Intermediate, or mafic (little quartz, dark)

Metamorphic Foliated or non-foliated

Duricrust Cementing minerology (iron oxides or hydroxides, silica, calcium carbonate, gypsum)

Reference should be made to AS1726 for details of the rock

types and methods of classification.

The classification of rock weathering is described based on

definitions in AS1726 and summarised as follows.

Term and symbol Definition

Residual Soil

RS Soil developed on rock with the mass structure and substance of the parent rock no longer evident

Extremely

weathered

XW Weathered to such an extent that the rock has ‘soil-like’ properties. Mass structure and substance still evident

Distinctly

weathered

DW The strength is usually changed and may be highly discoloured. Porosity may be increased by leaching, or decreased due to deposition in pores. May be distinguished into MW (Moderately Weathered) and HW (Highly Weathered).

Slightly

weathered

SW Slightly discoloured; little or no change of strength from fresh rock

Fresh Rock FR The rock shows no sign of decomposition or staining

The rock material strength can be defined based on the

point load index as follows.

Term and symbol Point Load Index Is50 (MPa)

Very Low VL 0.03 to 0.1

Low L 0.1 to 0.3

Medium M 0.3 to 1.0

High H 1.0 to 3

Very High VH 3 to 10

Extremely High EH > 10

It is important to note that the rock material strength as

above is distinct from the rock mass strength which can be

significantly weaker due to the effect of defects.

A preliminary assessment of rock strength may be made

using the field guide detailed in AS1726, and this is

conducted in the absence of point load testing.

The defect spacing measured normal to defects of the same

set or bedding, is described as follows.

Definition Defect Spacing (mm)

Thinly laminated < 6

Laminated 6 to 20

Very thinly bedded 20 to 60

Thinly bedded 60 to 200

Medium bedded 200 to 600

Thickly bedded 600 to 2000

Very thickly bedded > 2000

Terms for describing rock and defects are as follows.

Defect Terms

Joint JT Sheared zone SZ

Bedding Parting BP Seam SM

Foliation FL Vein VN

Cleavage CL Drill Lift DL

Crushed Seam CS Handling Break HB

Fracture Zone FZ Drilling Break DB

The shape and roughness of defects in the rock mass are

described using the following terms.

Planarity Roughness

Planar PR Very Rough VR

Curved CU Rough RF

Undulose UN Smooth S

Irregular IR Slickensided SL

Stepped ST Polished POL

Discontinuous DIS

The coating or infill associated with defects in the rock mass

are described as follows.

Infill and Coating

Clean CN

Stained SN

Carbonaceous X

Minerals MU Unidentified mineral

MS Secondary mineral

KT Chlorite

CA Calcite

Fe Iron Oxide

Qz Quartz

Veneer VNR Thin or patchy coating

Coating CT Infill up to 1mm

Graphic Symbols Index

CLAY

Silty CLAY

Sandy CLAY

Gravelly CLAY

Silty Gravelly CLAY

Silty Sandy CLAY

Sandy Gravelly

CLAY SILT

Clayey SILT

Sandy SILT Gravelly

SILT

Clayey Sandy SILT

Clayey Gravelly SILT

Sandy Gravelly SILT

SAND

Clayey SAND

Silty SAND

Gravelly SAND

Clayey Silty SAND

Clayey Gravelly SAND

Silty Gravelly SAND

GRAVEL

Clayey GRAVEL

Silty GRAVEL

Sandy GRAVEL

Clayey Silty GRAVEL

Clayey Sandy GRAVEL

Silty Sandy GRAVEL

COBBLES & BOULDERS Sedimentary rock: fine, mostly clay (CLAYSTONE)

Sedimentary rock: fine, mostly silt (SILTSTONE)

Sedimentary rock: fine, silt and clay (MUDSTONE, SHALE, LAMINITE)

Sedimentary rock: medium(SANDSTONE, GREYWACKE)

Sedimentary rock: fine to coarse, angular (BRECCIA)

Sedimentary rock: coarse, rounded (CONGLOMERATE)

Sedimentary rock: Organic (COAL)

Sedimentary rock: Carbonate(LIMESTONE, DOLOMITE)

Sedimentary rock: Volcanic (TUFF, VOLCANIC BRECCIA, AGGLOMERATE)

Igneous rock: Felsic, fine (RHYOLITE)

Igneous rock: Felsic, coarse (GRANITE)

Igneous rock: Mafic, fine to medium(BASALT, DOLERITE)

Igneous rock: Mafic, coarse (GABBRO)

PEAT, highly organic soil

FILL: Concrete

FILL: Roadbase

FILL: Asphalt or Bituminous Seal

FILL: Ballast

TOPSOIL

FILL

Metamorphic rock: Foliated, fine to medium(SLATE, PHYLLITE, SHIST)

Metamorphic rock: Foliated, coarse(GNEISS)

Metamorphic rock: Non-foliated(QUARTZITE, HORNFELS, MARBLE)

-

VSt - H

H

VL

AD

/T

D

M (<PL)

M (<PL)

M (<PL)

XW

F

H

-

FILL

ALLUVIUM

RESIDUAL SOIL

ROCK

SPT 0.50 - 0.95 m4, 5, 4 N=9

B 1.00 - 1.50 mSPT 1.00 - 1.45 m4, 4, 4 N=8

SPT 2.00 - 2.45 m4, 8, 10 N=18

SPT 3.00 - 3.45 m5, 7, 12 N=19

PP 3.30 m >600 - >600 kPa

SPT 4.00 - 4.45 m5, 9, 10 N=19

PP 4.30 m =550 - =590 kPa

SPT 5.50 - 5.95 m5, 13, 21 N=34

Not

Enc

oun

tere

d

SP

CH

CH

CH

CH

-

FILL: Gravelly SAND: fine to coarse grained, palebrown, fine to medium gravel

FILL: CLAY: high plasticity, orange-brown and grey,trace fine to coarse grained sand, trace fine tocoarse gravel

Silty CLAY: high plasticity, orange-brown and darkgrey

Sandy CLAY: high plasticity, orange-brown andgrey, fine grained sand

CLAY: high plasticity, orange-brown and grey

SANDSTONE, fine to medium grained,orange-brown and grey

TERMINATED AT 6.00 mTarget depth

0.40m

2.20m

4.10m

5.60m

5.90m6.00m

Material DescriptionDrilling

Met

hod

Refer to explanatory notes for details ofabbreviations and basis of descriptions

BOREHOLE LOG SHEETClient: Moss Vale Road Owners Group c/- Allen Price and ScarrattsProject: Dam Stability AssessmentLocation: Moss Vale Road, Cambewarra

Position: Refer to Site Plan Surface Elevation:

Rig Type: Hanjin D&B 8D

Data Started: 8/9/18

Sheet: 1 of 1

Driller: WM

Contractor: Total Drilling

Angle from Horizontal: 90°

Logged By: RDJ

Excavator bucketRipperHand augerPush tubeSonic drillingAir hammerPercussion samplerShort spiral augerSolid flight auger: V-BitSolid flight auger: TC-BitHollow flight augerWashbore drillingRock roller

- Dry- Moist- Wet- Plastic limit- Liquid limit- Moisture content

Res

ista

nce

Checked By: MRW

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH1

Wat

er

Date Completed: 8/9/18

Job No: 5017190186

Mounting: Track

METHODEXRHAPTSONAHPSASAD/VAD/THFAWBRR

BDESU

MOISTURE

SOIL CONSISTENCYVSSFStVStH

SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER

Water Level on Dateshown

No Resistance

FIELD TESTSSPTHPDCPPSPMCPBTIMPPIDVS

Standard Penetration TestHand/Pocket PenetrometerDynamic Cone PenetrometerPerth Sand PenetrometerMoisture ContentPlate Bearing TestBorehole Impression TestPhito Ionization DetectorVane Shear; P=Peak,R=Resdual (uncorrected kPa)

---------

Refusal

water outflow

DMWPLLLw

- Bulk disturbed sample- Disturbed sample- Environmental sample- Thin wall tube 'undisturbed'

- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard

VLLMDDVD

- Very Loose- Loose- Medium Dense- Dense- Very Dense

RELATIVE DENSITY

STRUCTURE& Other Observations

CONSTRUCTION SCIENCES

Sampling & Testing

Sample orField Test

Borehole Diameter: 125 mm

CA

RD

NO

2.0

1.4

LIB

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

5017

1901

86 L

OG

S.G

PJ

<<

Dra

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gFile

>>

18

/01/

2019

10:

49

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n

SOIL TYPE, plasticity or particle characteristic,colour, secondary and minor componentsROCK TYPE, grain size and type, colour,

fabric & texture, strength, weathering,defects and structure

Dep

th (

m)

Gra

phic

Log

1

2

3

4

5

6

7

-

F

VL

AD

/T

M (<PL)

M (>PL)

XW

F

E

H

-

FILL

ALLUVIUM

ROCK

SPT 0.50 - 0.95 m4, 4, 4 N=8

B 1.00 - 1.50 mSPT 1.00 - 1.45 m4, 4, 5 N=9

SPT 2.50 - 2.95 m3, 4, 5 N=9

PP 2.80 m =200 - =210 kPa

SPT 4.00 - 4.45 m2, 3, 3 N=6

PP 4.30 m =110 - =120 kPa

SPT 5.50 - 5.95 m2, 4, 3 N=7

SPT 7.00 - 7.25 m7, 25/100mm N=R

5.5

m

CH

CH

CH

-

FILL: CLAY: high plasticity, pale brown, trace fine tocoarse grained sand, trace fine to medium gravel

Silty CLAY: high plasticity, dark grey

Sandy CLAY: high plasticity, orange-brown andgrey, fine grained sand



3.00m

5.50m

7.15m7.25m


Met

hod






Sheet: 1 of 1

Driller: WM



Logged By: RDJ



Res

ista

nce

Checked By: MRW

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH2

Wat

er


Job No: 5017190186

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



Sampling & Testing

Sample orField Test


CA

RD

NO

2.0

1.4

LIB

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

5017

1901

86 L

OG

S.G

PJ

<<

Dra

win

gFile

>>

18

/01/

2019

10:

49

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

1

2

3

4

5

6

7

-

VSt - H

F - St

VSt - H

VL

AD

/T

M (<PL)

M (<PL)

M (>PL)

M (<PL)

XW

F

H

-

FILL

ALLUVIUM

RESIDUAL SOIL

ROCK

SPT 0.50 - 0.95 m3, 3, 4 N=7

B 1.00 - 1.50 mSPT 1.00 - 1.45 m4, 4, 6 N=10

SPT 2.50 - 2.95 m7, 10, 10 N=20

SPT 4.00 - 4.45 m4, 6, 5 N=11

PP 4.30 m =120 - =150 kPa

SPT 5.50 - 5.95 m7, 10, 20 N=30

Not

Enc

oun

tere

d

CH

CH

CH

CH

-

FILL: CLAY: high plasticity, pale brown, trace fine tocoarse grained sand, trace fine to medium gravel

Silty CLAY: high plasticity, orange-brown and grey

Sandy CLAY: high plasticity, orange-brown and darkgrey, fine grained sand

Sandy CLAY: high plasticity, orange-brown andgrey, fine to coarse grained sand, trace fine tomedium gravel



2.40m

3.80m

5.40m

5.90m6.00m


Met

hod






Sheet: 1 of 1

Driller: WM



Logged By: RDJ



Res

ista

nce

Checked By: MRW

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH3

Wat

er


Job No: 5017190186

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



Sampling & Testing

Sample orField Test


CA

RD

NO

2.0

1.4

LIB

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

5017

1901

86 L

OG

S.G

PJ

<<

Dra

win

gFile

>>

18

/01/

2019

10:

49

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

1

2

3

4

5

6

7

-

St

VL

AD

/T

M (>PL)

M (>PL)

XW

F

H

-

FILL

ALLUVIUM

ROCK

SPT 0.50 - 0.95 m3, 4, 4 N=8

B 1.00 - 1.50 mSPT 1.00 - 1.45 m3, 2, 3 N=5

SPT 2.50 - 2.95 m4, 4, 5 N=9

SPT 4.00 - 4.45 m3, 4, 5 N=9

PP 4.30 m =170 - =200 kPa

SPT 5.50 - 5.85 m6, 20, 20/50mm N=R

Not

Enc

oun

tere

d

CH

CH

-

FILL: CLAY: high plasticity, brown, trace fine tocoarse grained sand, trace fine to medium gravel

Silty CLAY: high plasticity, orange-brown and grey,trace fine to coarse grained sand, trace fine tomedium gravel



2.60m

5.75m

6.00m


Met

hod






Sheet: 1 of 1

Driller: WM



Logged By: RDJ



Res

ista

nce

Checked By: MRW

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH4

Wat

er


Job No: 5017190186

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



Sampling & Testing

Sample orField Test


CA

RD

NO

2.0

1.4

LIB

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

5017

1901

86 L

OG

S.G

PJ

<<

Dra

win

gFile

>>

18

/01/

2019

10:

49

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

1

2

3

4

5

6

7

-

St

AD

/T

M (<PL)

M (>PL)

F -

FILL

ALLUVIUM

SPT 0.50 - 0.95 m4, 4, 4 N=8

SPT 1.00 - 1.45 m4, 5, 7 N=12

PP 1.30 m =300 - =340 kPa

SPT 2.50 - 2.95 m4, 6, 7 N=13

PP 2.80 m =340 - =350 kPa

SPT 4.00 - 4.45 m4, 6, 6 N=12

PP 4.30 m =180 - =200 kPa

SPT 5.50 - 5.95 m3, 4, 4 N=8

PP 5.80 m =150 - =180 kPa

SPT 7.00 - 7.45 m3, 5, 6 N=11

Not

Enc

oun

tere

d

CH

CH

FILL: CLAY: high plasticity, brown, trace fine tocoarse grained sand

Silty CLAY: high plasticity, orange-brown and grey,trace fine to coarse grained sand


4.20m

7.50m


Met

hod






Sheet: 1 of 1

Driller: WM



Logged By: RDJ



Res

ista

nce

Checked By: MRW

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH5

Wat

er


Job No: 5017190186

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



Sampling & Testing

Sample orField Test


CA

RD

NO

2.0

1.4

LIB

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

5017

1901

86 L

OG

S.G

PJ

<<

Dra

win

gFile

>>

18

/01/

2019

10:

49

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

1

2

3

4

5

6

7

-

St

VSt

AD

/T

M (<PL)

M (>PL)

M (<PL)

F

H

-

FILL

ALLUVIUM

SPT 0.50 - 0.95 m4, 4, 7 N=11

B 1.00 - 1.50 mSPT 1.00 - 1.45 m4, 5, 7 N=12PP 1.30 m =400 - =400 kPa

SPT 2.50 - 2.95 m4, 5, 6 N=11

PP 2.80 m =240 - =280 kPa

SPT 4.00 - 4.45 m6, 10, 12 N=22

PP 4.30 m =280 - =300 kPa

SPT 5.50 - 5.95 m6, 16, 10 N=26

PP 5.80 m =280 - =280 kPa

Not

Enc

oun

tere

d

CH

CH

CI

FILL: CLAY: high plasticity, brown, trace fine tocoarse grained sand, trace fine to medium gravel

Silty CLAY: high plasticity, orange-brown and grey

Sandy CLAY: medium plasticity, orange-brown tored-brown, fine to coarse grained sand, with fine tocoarse gravel


2.10m

4.20m

6.00m


Met

hod






Sheet: 1 of 1

Driller: WM



Logged By: RDJ



Res

ista

nce

Checked By: MRW

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH6

Wat

er


Job No: 5017190186

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



Sampling & Testing

Sample orField Test


CA

RD

NO

2.0

1.4

LIB

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

5017

1901

86 L

OG

S.G

PJ

<<

Dra

win

gFile

>>

18

/01/

2019

10:

49

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

1

2

3

4

5

6

7

7


APPENDIX

C LABORATORY TEST RESULTS

of 218/01/2019Report Date / Page:Area Description:

5017190186Client Reference/s:Construction Sciences Professional ServicesSupplied To:

10848/T/4553Internal Test Request:WollongongLocation:

Lot Number:CS - Professional Services Material Testing WollongongProject:

10848/P/222Project Number:140 Industrial Rd, OakflatsClient Address:

10848/R/7091-1Report Number:Construction Sciences Professional Services WollongongClient:

QUALITY OF MATERIALS REPORTOak Flats NSW 2529

Unit 1, 140 Industrial Road

[email protected]:Address:

02 4257 4463Fax:A Construction Sciences Company

02 4257 4458Phone:35 069 211 561ABN:

Wollongong LaboratoryLaboratory:Network Geotechnics

-Material DescriptionDry SievedAtterberg Preparation

CLAYMaterial TypeOven DriedAtt. Drying Method

Not SuppliedMaterial Source16/01/2019Date Tested

Robert DejongSampled By

9/01/2019Date Sampled

Tested As ReceivedSampling Method

BH4 1-1.5Client Sample ID10848/S/19453Sample Number

AS1289.3.6.1, AS1289.3.1.1, AS1289.3.2.1, AS1289.3.4.1, AS1289.2.1.1, AS 1289.3.3.1Test Procedures

10.0Linear Shrinkage (%)

19Plastic Index (%)

18Plastic Limit (%)

37Liquid Limit (%)

SpecificationMaximum

ResultSpecification

MinimumTest Result

710.075

760.150

800.300

810.425

820.600

851.18

902.36

944.75

966.7

989.5

9913.2

10019.0

10026.5


PercentPassing (%)

SpecificationMinimum

AS Sieve (mm)

curlLinear Shrinkage Defects

811.9LS x 0.425 Ratio (%)

1542.6PI x 0.425 Ratio (%)

0.870.075/0.425 Fines Ratio


ResultSpecification

MinimumTest Result

10848Corporate Site Number:

1318Accreditation Number:

The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025 - Testing

W85Rep Rev 1Form ID:

Troy GasselingApproved Signatory:

Remarks







QUALITY OF MATERIALS REPORTOak Flats NSW 2529




02 4257 4458Phone:35 069 211 561ABN:


-Material DescriptionDry SievedAtterberg Preparation

CLAYMaterial TypeOven DriedAtt. Drying Method

Not SuppliedMaterial Source16/01/2019Date Tested

Robert DejongSampled By

9/01/2019Date Sampled

Tested As ReceivedSampling Method

BH2 1-1.5Client Sample ID10848/S/19454Sample Number

AS1289.3.6.1, AS1289.3.1.1, AS1289.3.2.1, AS1289.3.4.1, AS1289.2.1.1, AS 1289.3.3.1Test Procedures

11.0Linear Shrinkage (%)

22Plastic Index (%)

17Plastic Limit (%)

39Liquid Limit (%)


ResultSpecification

MinimumTest Result

560.075

620.150

690.300

720.425

750.600

791.18

842.36

894.75

926.7

959.5

9613.2

9719.0

10026.5


PercentPassing (%)

SpecificationMinimum

AS Sieve (mm)

curlLinear Shrinkage Defects

791.1LS x 0.425 Ratio (%)

1582.3PI x 0.425 Ratio (%)

0.780.075/0.425 Fines Ratio


ResultSpecification

MinimumTest Result






Remarks







MOISTURE CONTENT REPORTOak Flats NSW 2529




02 4257 4458Phone:35 069 211 561ABN:


AS1289.2.1.1Test Procedures:

Moisture Content (%)

Client Sample ID

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number

15.0

BH4 1-1.5

CLAY

Not Supplied

16/01/2019

Tested As Received

9/01/2019

-

-

10848/S/19453

19.2

BH2 1-1.5

CLAY

Not Supplied

16/01/2019

Tested As Received

9/01/2019

-

-

10848/S/19454

Moisture Content (%)

Client Sample ID

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number






Remarks

8


APPENDIX

D SLOPE STABILITY ANALYSES

3.769

Location: Moss Vale Road, Cambewarra Project: Dam Stability Assessment Client: Moss Vale Road North, Owners Group c/- Allen Price and Scarratts SLOPE/W Analysis

Drawing Number: 5017190186-2

Date : 21/01/2019

Analysis By: RDJ

Sheet 1 of 1Scale: 1:280

Color Name Model Unit Weight(kN/m³)

Cohesion'(kPa)

Phi' (°)

Phi-B(°)

PiezometricLine

Fill Mohr-Coulomb 18 3 28 0 1

Rock Bedrock (Impenetrable)

1

Sandy Clay - Alluvial

Mohr-Coulomb 19 4 30 0 1

Silty Clay - Alluvial


2.778

Location: Moss Vale Road, Cambewarra

Project: Dam Stability Assessment

Client: Moss Vale Road North, Owners Group c/- Allen Price and Scarratts SLOPE/W Analysis


Date: 21/01/2019

Analysis By: RDJ


Color Name Model Unit Weight(kN/m³)

Cohesion'(kPa)

Phi' (°)

Phi-B(°)

PiezometricLine


Rock Bedrock (Impenetrable)

1

Sandy Clay - Alluvial


Silty Clay - Alluvial


2.071



Client: Moss Vale Road North, Owners Group c/- Allen Price and Scarratts SLOPE/W Analysis


Date: 21/01/2019

Analysis By: RDJ


Color Name Model Unit Weight (kN/m³)

Cohesion'(kPa)

Phi' (°) Phi-B(°)

PiezometricLine


Silty Clay -Alluvial


1.445



Client: Moss Vale Road North, Owners Group c/- Allen Price and ScarrattsSLOPE/W Analysis


Date: 21/01/2019

Analysis By: RDJ


Color Name Model Unit Weight (kN/m³)

Cohesion'(kPa)

Phi' (°) Phi-B(°)

PiezometricLine


Silty Clay -Alluvial


9

Contact

140 Industrial Road

Oak Flats NSW 2529

Phone: + 612 4257 4458 www.constructionsciences.net

dam stability assessment

Documents