Proposed Residential Subdivision Geotechnical Assessment...Excavation of 20 test pits (TP701 to TP720) using a 3.5 tonne rubber tracked excavator equipped with a 450mm wide bucket

GEOTECHNICAL I LABORATORY I EARTHWORKS I QUARRY I CONSTRUCTION MATERIAL TESTING

Proposed Residential Subdivision Geotechnical Assessment

Potters Lane - Stage 7, Dairyman Drive, Raymond Terrace

NEW17P-0061-AC 8 June 2018

Qualtest Laboratory (NSW) Pty Ltd ABN: 98 153 268 89 8 Ironbark Close Warabrook NSW 2304

T: (02) 4968 4468 F: (02)4960 9775 W: www.qualtest.com.au NEW17P-0061-AC

8 June 2018

McCloy Group Raymond Terrace Pty Ltd

Suite 1, Level 3, 426 King Street,

NEWCASTLE WEST NSW 2300

Attention: Mr Tom Evans

Dear Sir,

RE: PROPOSED SUBDIVISION – POTTER’S LANE, STAGE 7

DAIRYMAN DRIVE, RAYMOND TERRACE

SITE CLASSIFICATION (LOTS 701 TO 727)

Please find enclosed our geotechnical report for Stage 7 of the Potter’s Lane residential

subdivision, located at Dairyman Drive, Raymond Terrace.

The report includes recommendations for Site Classification in accordance with AS2870-2011,

“Residential Slabs and Footings” following the completion of site regrading earthworks.

If you have any further questions regarding this report, please do not hesitate to contact

Shannon Kelly or the undersigned.

For and on behalf of Qualtest Laboratory (NSW) Pty Ltd

Jason Lee

Principal Geotechnical Engineer

PROPOSED SUBDIVISION – POTTERS LANE, RAYMOND TERRACE – STAGE 7

8 June 2018 i NEW17P-0061-AC

Table of Contents:

1.0 Introduction ................................................................................................................ 1

2.0 Field Work .................................................................................................................... 1

3.0 Site Description .......................................................................................................... 1

3.1 Site Regrade Works ................................................................................................... 1

3.2 Surface Conditions ................................................................................................... 2

3.3 Subsurface Conditions ............................................................................................. 4

4.0 Laboratory Testing .................................................................................................... 7

5.0 Site Classification to AS2870-2011 ......................................................................... 8

6.0 Limitations .................................................................................................................. 10

Attachments:

Figure AC1: Site Plan & Approximate Test Locations

Appendix A: Results of Field Investigations

Appendix B: Results of Laboratory Testing

Appendix C: CSIRO Sheet BTF 18

SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE

8 June 2018 1 NEW17P-0061-AC

1.0 Introduction

Qualtest Laboratory NSW Pty Ltd (Qualtest) is pleased to present this report on behalf of

McCloy Group Raymond Terrace Pty Ltd (McCloy), for Stage 7 of the “Potters Lane”

residential subdivision located off Rees James Road at Dairyman Drive, Raymond Terrace.

Based on the brief and site layout plan provided in an email from McCloy dated 1 March

2018, Stage 7 is understood to include 27 residential lots (Lots 701 to 727).

The scope of work for the geotechnical investigation included providing Site Classification in

accordance with AS2870-2011, “Residential Slabs and Footings”, following completion of site

regrade works which is understood to have included controlled filling of Lot 701 with material

won on-site and from cutting within Lots 714 to 721.

A preliminary Site Classification has previously been provided for the site, (Qualtest Report

Ref: NEW17P-0061-AA, 7 June 2017).

This report presents the results of the field work investigations and laboratory testing, and

provides recommendations for the scope outlined above. This report also includes selected

results from the previous report referenced above where applicable.

2.0 Field Work

Field work investigations were carried out on 10 May 2018 and comprised of:

DBYD search of proposed test locations was undertaken to check proposed test

locations for the presence of underground services;

Excavation of 20 test pits (TP701 to TP720) using a 3.5 tonne rubber tracked excavator

equipped with a 450mm wide bucket to depths of between 0.35m and 1.90m;

Bulk disturbed samples, undisturbed samples (U50 tubes) and small bag samples were

taken for subsequent laboratory testing;

Test pits were backfilled with the excavation spoil and compacted using the excavator

bucket and tracks.

Investigations were carried out by an experienced Geotechnical Engineer from Qualtest

who located the test pits, carried out the testing and sampling, produced field logs of the

test pits, and made observations of the site surface conditions.

Engineering logs of the test pits are presented in Appendix A.

Approximate test pit locations are shown on the attached Figure AC1. Test pits were located

in the field by handheld GPS and relative to existing site features including topographic

features, lot boundaries, existing developments and trees.

3.0 Site Description

3.1 Site Regrade Works

Site regrade works are understood to have included controlled filling of Lot 701 with material

won on-site. Refer to attached Figure AC1 for approximate limit of lot re-grade works for the

project.


8 June 2018 2 NEW17P-0061-AC

Prior to filling, re-grade areas were stripped of all topsoil and unsuitable material to expose

suitable natural residual foundation profile. Re-grade works then consisted of filling with

approved site fill to finish design levels.

Filling was performed using site material won from excavations cut from around the site. The

fill material could generally be described as mixtures of Sandy CLAY and Silty CLAY, of

medium to high plasticity.

The approximate depth of fill placed is up to about 1.0m including topsoil. The fill was

compacted in maximum lifts of 0.3m thickness. Any unsuitable or deleterious material within

the fill was removed by hand or mechanical means prior to final compaction of layers.

The results of the compaction testing have been forwarded under separate cover. All tests

exceeded the required density ratio of 95% Standard Compaction (AS1289 5.7.1-2007) either

initially or after re-working and re-testing and were generally within about ±2% of Optimum

Moisture Content (OMC).

As the geotechnical testing authority engaged for the project, Qualtest state that the filling

performed for the regrade area (Lot 701) was carried out to Level 1 criteria as defined in

Clause 8.2 – Section 8 of AS3798-2007, ‘Guidelines on earthworks for commercial and

residential developments’.

Qualtest also understand that the following earthworks have been carried out:

A service trench has been installed along the rear (northwest side) of lots 722 to 726. It is

understood that the trench excavation (for sewer and inter allotment drainage

easement) had a maximum depth of about 3m and that excavation to depths of

greater than 0.40m extended no further than about 5m from the rear boundary of these

lots. The placement of this fill was not supervised by Qualtest. All residential slabs and

footings should be positioned outside the zone of influence of service trenches.

Cutting has been carried out on Lots 714 to 721.

Fill stockpiles were present on a number of lots, including 702 to 707. It is understood that

all stockpiled fill has been or will be removed from the lots prior to construction of

residential slabs and footings.

The recommendations of this report are based on our understanding of lot re-grade works

from the Level 1 fill supervision by Qualtest, and the other earthworks described above.

Qualtest should be informed without delay if additional earthworks are known to have been

carried out, or if the scope of earthworks was different to that described above.

3.2 Surface Conditions

The site is located north-west of Rees James Road, off Dairyman Drive, Raymond Terrace, as

shown on Figure AC1. The site is bounded by a drainage reserve to the southwest, with

existing Stages 1A, 1B and 5 further to the south of the drainage reserve. Undeveloped

sparsely vegetated land exists to the northwest, the sites of proposed Stages 8 and 9 are

located to the north-east, and low density residential development and Rees James Road

are located to the southeast of the site.

The site is situated in an area of gently undulating topography, on the mid to upper slopes of

a northeast trending spur with relatively low relief. The site is mostly positioned on a slightly

convex hill formation, located north of a gully which drains towards the northwest within the

drainage reserve.

Based on a topographic map with 10m contour intervals, the elevation of the site is

understood to range from about RL 5m AHD near the north-western edge of the site, up to

about RL 25m AHD on a section of the south-eastern boundary of the site.


8 June 2018 3 NEW17P-0061-AC

The average slope of the site is generally towards the west at about 5° to 7°. Some

modifications to the slope have been carried out by cutting and filling to reduce the slopes

of some lots, with retaining walls constructed on the boundaries of some lots. A number of fill

stockpiles were present as discussed in Section 3.1, with some shown in the site photographs.

Photographs of the site taken on the day of the site investigations are shown below.

Photograph 1: From near TP706, facing north. Photograph 2: From near TP706, facing

northeast.

Photograph 3: From near TP706, facing east. Photograph 4: From near TP706, facing

southeast.

Photograph 5: From near TP702, facing west. Photograph 6: From near TP702, facing north.


8 June 2018 4 NEW17P-0061-AC

Photograph 7: From near TP705, facing

southwest. Stockpile visible.


northwest.


southwest.


northwest.

Photograph 11: From near TP708, facing north. Photograph 12: From near TP708, facing south.

3.3 Subsurface Conditions

Reference to the 1:100,000 Newcastle-Hunter Area Coastal Quaternary Geology Series Sheet

indicates the site to be underlain by the Dalwood Group, comprising sandstone, lithic

sandstone, conglomerate, siltstone, and basalt.

Table 1 presents a summary of the typical soil types encountered at test pit locations during

the field investigation, divided into representative geotechnical units. Table 2 contains a

summary of the distribution of the geotechnical units at the test pit locations.


8 June 2018 5 NEW17P-0061-AC

TABLE 1 – SUMMARY OF GEOTECHNICAL UNITS AND SOIL TYPES

Unit Soil Type Description

1A FILL – TOPSOIL

Silty SAND – fine to coarse grained dark grey-brown to grey-brown,

fines of low plasticity, trace fine to medium grained sub-rounded to

sub-angular gravel, root affected.

1B FILL

Sandy CLAY – medium to high plasticity, grey to dark grey-brown

with some orange-brown, fine to coarse grained sand.

Silty SAND – fine to medium grained, grey-brown, fines of low

plasticity, with some tine to medium grained sub-rounded to

rounded gravel.

Gravelly CLAY – medium to high plasticity, dark brown, fine to

medium grained sub-angular gravel.

2 TOPSOIL

Gravelly SAND – fine to coarse grained, grey-brown, fine to coarse

grained sub-rounded to sub-angular gravel, trace fines of low

plasticity.

Silty SAND – fine to coarse grained, brown to dark brown, fines of

low plasticity, trace fine to medium grained sub-rounded to sub-

angular gravel, root affected. Clayey SAND in places.

3 SLOPE WASH

/ COLLUVIUM

Silty SAND – fine to medium grained, grey, fines of low plasticity, with

some tine to medium grained sub-rounded to rounded gravel.

Sandy GRAVEL / Gravelly SAND – fine to medium grained sub-

rounded to sub-angular, grey-brown, fine to coarse grained sand,

trace fines of low plasticity. Some Gravelly CLAY pockets in areas.

Clayey GRAVEL / Clayey Sandy GRAVEL – fine to medium grained

sub-rounded to sub-angular, brown, fines of low to medium

plasticity, fine to coarse grained sand.

Sandy CLAY – medium to high plasticity, orange to brown and grey,

fine to medium grained sand, some fine to medium grained angular

to sub-rounded gravel.

4 RESIDUAL

SOIL

CLAY / Sandy CLAY – medium to high plasticity, orange-brown and

grey / grey with some orange-brown to red-brown, fine to coarse

grained sand, trace fine grained angular to sub-rounded gravel.

5

EXTREMELY

WEATHERED

(XW) ROCK

(with soil

properties)

Extremely Weathered Siltstone / Sandstone / Pebbly Sandstone /

Carbonaceous Silty Sandstone with soil properties; breaks down into

mixtures of fine to medium grained rounded to sub-angular Gravel,

fine to coarse grained Sand, and fines of medium to high plasticity.

6

HIGHLY

WEATHERED

(HW) TO

FRESH (FR)

ROCK

Silty SANDSTONE – fine grained, grey to white / pale yellow-brown to

pale grey with some brown to orange-brown, estimated very low to

low strength, fractured, with some extremely weathered pockets.

SANDSTONE / Pebbly SANDSTONE – fine to coarse grained, pale

grey and pale orange, estimated medium to high strength.

BASALT - grey to brown, blue to black, pale brown to orange and

white to pale grey, fractured, variable estimated strength, generally

ranging from estimated medium to high strength.


8 June 2018 6 NEW17P-0061-AC

TABLE 2 – SUMMARY OF GEOTECHNICAL UNITS ENCOUNTERED AT EACH TEST LOCATION

Test

Pit

Unit 1

Fill -

Topsoil

Unit 1B

Fill

Unit 2

Topsoil

Unit 3

Slope

Wash

Unit 4

Residual

Soil

Unit 5

EW Rock

Unit 6

HW to FR

Rock

Depth (metres)

TP701 0.00 - 0.20 0.20 - 1.00 - 1.00 - 1.20 1.20 - 1.45 - -

TP702 - - 0.00 - 0.35 0.35 - 0.80 0.80 - 1.60 1.60 - 1.90^ -

TP703 - - 0.00 - 0.15 0.15 - 0.35 0.35 - 0.70 0.70 - 0.90 0.90 - 0.95*

TP704 - - 0.00 - 0.10 0.10 - 0.30 0.30 - 0.60 0.60 - 0.80 0.80 - 0.85*

TP705 - - - 0.00 - 0.30 0.30 - 0.40 0.40 - 0.90^ -

TP706 - - 0.00 - 0.40 - 0.40 - 1.60 1.60 - 1.80^ -

TP707 - - 0.00 - 0.35 - 0.35 - 0.75 0.75 - 1.00 1.00 - 1.80^

TP708 0.00 - 0.15 0.15 - 0.55 - - 0.55 - 1.90^ - -

TP709 - - - 0.00 - 0.35 0.35 - 0.55 - 0.55 - 0.70*

TP710 - - - 0.00 - 0.20 0.20 - 0.70 - 0.70 - 1.00*

TP711 - - - 0.00 - 0.35 - 0.35 - 1.20^ -

TP712 - - - 0.00 - 0.25 0.25 - 0.60 0.60 - 1.80 1.80 - 1.85^

TP713 - - - 0.00 - 0.25 - 0.25 - 1.00^ -

TP714 0.00 - 0.15 0.15 - 0.30 - 0.30 - 0.70 0.70 - 1.50 1.50 - 1.90^ -

TP715 0.00 - 0.15 0.15 - 0.40 - - 0.40 - 1.35 1.35 - 1.70^ -

TP716 - 0.00 - 0.90 - - - - 0.90 - 0.95*

TP717 - 0.00 - 0.70 - - 0.70 - 0.90 - -

TP718 - - 0.00 - 0.20 - 0.20 - 0.40 - -

TP719 - - 0.00 - 0.30 - 0.30 - 0.35 - -

TP720 - - 0.00 - 0.40 - 0.40 - 0.45 - -

Previous Geotechnical Assessment (Ref: NEW17P-0061-AA, June 2017)

TP01 - - 0.00 - 0.40 0.40 - 0.70 0.70 - 2.20 - -

TP02 - - 0.00 - 0.40 0.40 - 0.70 0.70 - 1.25 - 1.25 - 1.30*

TP03 - - 0.00 - 0.30 - 0.30 - 0.80 - 0.80 - 0.85*

TP04 - - - 0.00 - 0.60 0.60 - 1.90 1.90 - 2.00 -

TP05 - - 0.00 - 0.40 0.40 - 0.80 0.80 - 1.30 1.30 - 1.60 1.60 - 2.20^

TP06 - - - 0.00 - 1.10 1.10 - 1.90 1.90 - 2.00 -

TP07 - - 0.00 - 0.40 - 0.40 - 0.80 0.80 - 1.30 1.30 - 1.40*

TP08 - - 0.00 - 0.40 0.40 - 0.70 0.70 - 0.80 - 0.80 - 1.40*

TP12 - - 0.00 - 0.30 - 0.30 - 0.80 - 0.80 - 1.40*

Notes: * = Refusal or Practical refusal of 3.5 / 5 tonne excavator bucket.

^ = Slow to very slow progress of 3.5 / 5 tonne excavator bucket.


8 June 2018 7 NEW17P-0061-AC

No groundwater levels or inflows were encountered in the other test pits during the limited

time that they remained open on the day of the field investigations.

It should be noted that groundwater conditions can vary due to rainfall and other influences

including regional groundwater flow, temperature, permeability, recharge areas, surface

condition, and subsoil drainage.

4.0 Laboratory Testing

Samples collected during the field investigations were returned to our NATA accredited

Warabrook Laboratory for testing which comprised of:

(2 no.) Shrink/Swell tests;

(13 no.) Atterberg Limits tests;

Results of the laboratory testing are presented in Appendix B, with a summary of the results

presented in Table 3 and Table 4. Table 3 and Table 4 also include summaries of laboratory

testing information where applicable from the previous reports by Qualtest.

TABLE 3 – SUMMARY OF ATTERBERG LIMITS TESTING RESULTS

Location

Depth (m) Material Description Liquid

Limit (%)

Plasticity

Index

(%)

Linear

Shrinkage

(%)

TP702 0.80 - 0.90 (CH) Sandy CLAY 83 64 16.5

TP704 0.35 - 0.52 (CH) Sandy CLAY 72 54 15.0

TP705 0.30 - 0.40 (CH) Sandy CLAY 89 67 18.0

TP706 0.40 - 0.60 (CH) Sandy CLAY 90 68 19.0

TP706 1.20 - 1.40 (CH) CLAY 80 61 17.0

TP708 0.40 - 0.55 (CH) Sandy CLAY 43 25 10.5

TP708 0.55 - 0.70 (CH) Sandy CLAY 71 53 16.0

TP709 0.35 - 0.50 (CH) Sandy CLAY 51 34 11.0

TP710 0.40 - 0.60 (CH) Sandy CLAY 60 43 13.5

TP712 0.35 - 0.50 (CH) Sandy CLAY 55 39 13.5

TP713 0.30 - 0.50 (CH) Sandy CLAY 33 11 4.5

TP714 0.70 - 0.90 (CH) Sandy CLAY 72 54 16.0

TP715 0.60 - 0.90 (CH) Sandy CLAY 75 55 16.0

Previous Geotechnical Assessment (Ref: NEW17P-0061-AA, 7 June 2017)

TP03 0.50 – 0.80 (CH) Sandy CLAY 54 36 11.5


8 June 2018 8 NEW17P-0061-AC

TABLE 4 – SUMMARY OF SHRINK / SWELL TESTING RESULTS

Location Depth (m) Material Description Iss (%)

TP703 0.60 - 0.70 (CH) Sandy CLAY 2.9

TP707 0.40 - 0.60 (CH) Sandy CLAY 3.6

Previous Geotechnical Assessment (Ref: NEW17P-0061-AA, 7 June 2017)

TP01 0.50 - 0.90 (CH) Sandy CLAY 2.3

TP02 0.70 - 0.90 (CH) Sandy CLAY 3.5

TP05 0.50 - 0.90 (CH) Sandy CLAY 3.7

TP07 0.50 - 0.80 (CH) Sandy CLAY 3.8

TP08 0.50 - 0.90 (CH) Sandy CLAY 3.7

TP10 0.50 - 0.90 (CH) Sandy CLAY 3.5

TP12 0.50 - 0.80 (CH) Sandy CLAY 2.7

5.0 Site Classification to AS2870-2011

Based on the results of the field work and laboratory testing, residential lots located within the

proposed residential subdivision, Stage 7, located at 42 Rees James Road, Raymond Terrace,

as shown on Figure AC1, are classified in their current condition in accordance with AS2870-

2011 ’Residential Slabs and Footings’, as shown in Table 6.

TABLE 6 – PRELIMINARY SITE CLASSIFICATION TO AS2870-2011

Stage Lot Numbers Site Classification

7

703 to 711, 716 to 721, and 725 to 727 M

701, 702, 712 to 715, and 722 to 724 H1

A characteristic free surface movement in the range of 20mm to 40mm is estimated for the

lots classified as Class ‘M’ in their existing condition.

A characteristic free surface movement in the range of 40mm to 60mm is estimated for the

lots classified as Class ‘H1’ in their existing condition.

The effects of changes to the soil profile by additional cutting and filling and the effects of

past and future trees should be considered in selection of the design value for differential

movement.

Lots 722 to 724 are classified as Class ‘H1’ in their existing condition, however filling was

encountered at the rear of the lots. This filling was understood to be a result of the inter

allotment drainage easement and be isolated to approximately the rear 5.0m of the lots. If

uncontrolled fill material and topsoil are encountered at depths greater than 0.40m during

construction, then structural footings should designed in accordance with engineering

principles for Class ‘P’ sites, and be deepened in these areas such that they are founded on

suitable natural soil beneath all fill, topsoil and unsuitable material, outside of or below all

zones of influence resulting from existing or future service trenches.


8 June 2018 9 NEW17P-0061-AC

The approximate extent of existing fill was inferred based on limited information including

observation of surface features and test pits as shown in Figure AC1. If the depth and extent

of fill needs to be known more accurately for planning, design or other purposes, then it

should be investigated further.

If site re-grading works involving cutting or filling are performed after the date of this

assessment the classification may change and further advice should be sought.

As a preliminary guide for controlled fill lots, with engineering input and measures such as

providing a sufficiently thick (up to about 0.3m depth) topsoil layer of low to non-reactive soil,

using site won fill placed to ‘Level 1’ criteria as defined in Clause 8.2 – Section 8, of AS3798-

2007, it is envisaged that site classification of Class ‘H1’ could be achievable in most cases.

However, this would need to be confirmed at the time of bulk earthworks once the type of fill

and level of filling is confirmed.

Final site classification will be dependent on a number of factors, including depth of topsoil,

depth of cut / fill, reactivity of the natural soil and any fill material placed, depth to rock, and

the level of supervision carried out. Re-classification of lots should be confirmed by the

geotechnical authority at the time of construction following any site re-grade works.

Footings for the proposed development should be designed and constructed in accordance

with the requirements of AS2870-2011.

The classification presented above assumes that:

All footings are founded in controlled fill (if applicable) or in the residual clayey soils or

rock below all non-controlled fill, topsoil material and root zones, and fill under slab

panels meets the requirements of AS2870-2011, in particular, the root zone must be

removed prior to the placement of fill materials beneath slabs;

The performance expectations set out in Appendix B of AS2870-2011 are acceptable,

and that site foundation maintenance is undertaken to avoid extremes of wetting and

drying;

Footings are to be founded outside of or below all zones of influence resulting from

existing or future service trenches;

The constructional and architectural requirements for reactive clay sites set out in AS2870-

2011 are followed;

Adherence to the detailing requirement outlined in Section 5 of AS2870-2011 ‘Residential

Slabs and Footings’ is essential, in particular Section 5.6, ‘Additional requirements for

Classes M, H1, H2 and E sites’ including architectural restrictions, plumbing and drainage

requirements;

Site maintenance complies with the provisions of CSIRO Sheet BTF 18, “Foundation

Maintenance and Footing Performance: A Homeowner’s Guide”, a copy of which is

attached in Appendix C.

All structural elements on all lots should be supported on footings founded beneath all

uncontrolled fill, topsoil, layers of inadequate bearing capacity, soft/loose, wet or other

potentially deleterious material.

If any localised areas of uncontrolled fill of depths greater than 0.4m are encountered during

construction, footings should be designed in accordance with engineering principles for

Class ‘P’ sites.


8 June 2018 10 NEW17P-0061-AC

6.0 Limitations

The findings presented in the report and used as the basis for recommendations presented

herein were obtained using normal, industry accepted geotechnical design practices and

standards. To our knowledge, they represent a reasonable interpretation of the general

conditions of the site.

The extent of testing associated with this assessment is limited to discrete test pit locations. It

should be noted that subsurface conditions between and away from the test pit locations

may be different to those observed during the field work and used as the basis of the

recommendations contained in this report.

If subsurface conditions encountered during construction differ from those given in this

report, further advice should be sought without delay.

Data and opinions contained within the report may not be used in other contexts or for any

other purposes without prior review and agreement by Qualtest. If this report is reproduced,

it must be in full.

If you have any further questions regarding this report, please do not hesitate to contact

Shannon Kelly or the undersigned.

For and on behalf of Qualtest Laboratory (NSW) Pty Ltd.

Jason Lee

Principal Geotechnical Engineer

FIGURE AC1:

Site Plan and Approximate Test Locations

Client: McCLOY GROUP Drawing No: FIGURE AC1

Project: POTTER'S LANE - STAGE 7 Project No: NEW17P-0061

Location: Scale:

Title: SITE PLAN AND APPROXIMATE TEST LOCATIONS Date: 08/06/2018

N.T.S.DAIRYMAN DRIVE, RAYMOND TERRACE

LEGEND:

3

N

TP701

Based on plan provided by client.

Approximate test pit location (May 2018).

Approximate test pit location (May 2017).

Approximate Limit of Re-grade Works.

TP702TP02

TP703 TP704TP705

TP05TP709 TP710

TP707TP706

TP708

TP711

TP713

TP01

TP03

TP712

TP714

TP715

TP06TP07

TP12

TP716

TP717TP720

TP718

TP719

TP04

TP08

APPENDIX A:

Results of Field Investigations

VSt

H

H

0.20m

1.00m

1.20m

1.45m

FILL-TOPSOIL

CONTROLLED FILL

SLOPE WASH

RESIDUAL SOIL

E

SM

CH

SM

CH

M >

wP

M >

wP

M

M

FILL-TOPSOIL: Silty SAND - fine to coarse grained,dark grey-brown, fines of low plasticity, trace fine tomedium grained sub-rounded to sub-angular gravel,root affected.

FILL: Sandy CLAY - medium to high plasticity, greyto dark grey-brown, with some orange-brown, fine tocoarse grained sand.

Silty SAND - fine to medium grained, grey, fines oflow plasticity, with some fine to medium grainedsub-rounded to rounded gravel, appears compact.

Sandy CLAY - medium to high plasticity, grey, withsome orange-brown to red-brown, fine to coarsegrained sand, trace fine grained sub-rounded gravel.

Hole Terminated at 1.45 mTarget depth

HP 250

HP 300

HP 400

HP >600

HP 480

Not

Enc

ount

ered

Field Test

PID Photoionisation detector reading (ppm)DCP(x-y) Dynamic penetrometer test (test depth interval shown)

HP Hand Penetrometer test (UCS kPa)

Material description and profile information

UCS (kPa)D DryM MoistW WetWp Plastic LimitWL Liquid Limit

Field Tests

Notes, Samples and Tests

Structure and additionalobservations

ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R

Gradational ortransitional strataDefinitive or distictstrata change

Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level

(Date and time shown)

Water Inflow

Water Outflow

VS Very SoftS SoftF FirmSt Stiff

VSt Very StiffH HardFb Friable

U50 50mm Diameter tube sampleCBR Bulk sample for CBR testing

E Environmental sample(Glass jar, sealed and chilled on site)

ASS Acid Sulfate Soil Sample(Plastic bag, air expelled, chilled)

B Bulk Sample

Consistency Moisture Condition

V Very Loose Density Index <15%L Loose Density Index 15 - 35%MD Medium Dense Density Index 35 - 65%D Dense Density Index 65 - 85%VD Very Dense Density Index 85 - 100%

Density

LEGEND:

Res

ult

MATERIAL DESCRIPTION: Soil type, plasticity/particlecharacteristics,colour,minor components

Drilling and Sampling

<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too

lCLIENT: McCLOY GROUP RAYMOND TERRACE PTY LTD

PROJECT: POTTERS LANE - STAGE 7

LOCATION: DAIRYMAN DRIVE, RAYMOND TERRACE

ENGINEERING LOG - TEST PIT

EQUIPMENT TYPE: 3.5 TONNE EXCAVATOR

TEST PIT LENGTH: 2.0 m WIDTH: 0.6 m

TEST PIT NO: TP701PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

VD

0.35m

0.60m

0.80m

1.60m

1.90m

TOPSOIL

COLLUVIUM

RESIDUAL SOIL

EXTREMELY WEATHEREDROCK

E

SM

GP

GC

CH

GP

M >

wP

M

D

D

0.60m

U500.90m

D

1.90m

0.35m

0.80m

1.70m

TOPSOIL: Silty SAND - fine to coarse grained,grey-brown, fines of low plasticity, trace fine tomedium grained sub-rounded gravel, root affected.

Sandy GRAVEL - fine to medium grainedsub-rounded to sub-angular, grey-brown, fine tocoarse grained sand, trace fines of low plasticity.

Clayey GRAVEL - fine to medium grainedsub-rounded to sub-angular, brown, fines of low tomedium plasticity.

Sandy CLAY - medium to high plasticity, grey, withsome orange-brown to red-brown, fine to coarsegrained sand.

Extremely Weathered Sandstone with soil properties:breaks down into Sandy GRAVEL - fine to coarsegrained rounded to sub-angular, pale grey-brownand orange-brown, fine to coarse grained sand.

Hole Terminated at 1.90 mSlow progress

HP >600

HP >600

HP 450

HP 420

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

St

VD

0.15m

0.35m

0.70m

0.90m

0.95m

TOPSOIL

SLOPE WASH

RESIDUAL SOIL


HIGHLY WEATHEREDROCK

E

SP

SP

CH

GP

M >

wP

M

D

U500.70m

0.60m

TOPSOIL: Gravelly SAND - fine to coarse grained,grey-brown, fine to coarse grained sub-rounded tosub-angular gravel, trace fines of low plasticity, rootaffected.

Gravelly SAND - fine to coarse grained, dark brown,fine to medium grained rounded to sub-roundedgravel, trace fines of low plasticity.

Sandy CLAY - medium to high plasticity, grey tobrown with some orange-brown, fine to coarsegrained sand, trace fine to medium grainedsub-angular to sub-rounded gravel.

Extremely Weathered Pebbly Sandstone with soilproperties: breaks down into Sandy GRAVEL - fineto coarse grained rounded to sub-angular, palegrey-brown and orange-brown, fine to coarse grainedsand.

Pebbly SANDSTONE - fine to coarse grained, palegrey-white with some orange, estimated medium tohigh strength.

Hole Terminated at 0.95 mRefusal

HP 160

HP 160

HP 180

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

St

VD

0.10m

0.30m

0.60m

0.80m

0.85m

TOPSOIL

SLOPE WASH

RESIDUAL SOIL



E

SM

SP

CH

GP

M >

wP

M

D

U50

0.52m

0.35m

TOPSOIL: Silty SAND - fine to coarse grained,grey-brown, fines of low plasticity, trace fine tomedium grained sub-rounded to sub-angular gravel,root affected.

Gravelly SAND - fine to coarse grained, dark brown,fine to medium grained rounded to sub-roundedgravel, trace fines of low plasticity.


Extremely Weathered Pebbly Sandstone with soilproperties: breaks down into Sandy GRAVEL - fineto coarse grained rounded to sub-angular, palegrey-brown and orange-brown, fine to coarse grainedsand.

Pebbly SANDSTONE - fine to coarse grained, palegrey-white with some orange, estimated medium tohigh strength.


HP 200

HP 180

HP 170

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

VD

0.30m

0.40m

0.90m

SLOPE WASH

RESIDUAL SOIL


E

SM

CH

GP

M ~

wP

M

D

D0.40m

0.30m

Silty SAND - fine to coarse grained, grey-brown, finesof low plasticity, trace fine to medium rounded tosub-rounded gravel.


Extremely Weathered Pebbly Sandstone with soilproperties: breaks down into Sandy GRAVEL - fineto coarse grained rounded to sub-angular, palegrey-brown and orange-brown, fine to coarse grainedsand, with highly weathered pockets.


HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

VSt

VD

0.40m

0.60m

1.60m

1.80m

TOPSOIL

RESIDUAL SOIL


E

SM

CH

CH

SC

M ~

wP

M ~

wP -

M >

wP

M >

wP

M

D

D

0.60m

U50

1.40m

0.40m

1.20m

TOPSOIL: Silty SAND - fine to coarse grained, darkbrown, trace fine to medium grained sub-rounded tosub-angular gravel, root affected.

Sandy CLAY - medium to high plasticity, dark brownwith some orange-brown, fine to coarse grainedsand, trace fine to medium grained sub-angular tosub-rounded gravel.

CLAY - high plasticity, pale grey-brown with someorange, with some fine to coarse grained sand, tracefine to medium sub-rounded to sub-angular gravel.

Extremely weathered Sandstone with soil properties;breaks down into Clayey SAND - fine to coarsegrained, pale grey-white and orange-brown, fines ofmedium plasticity.


HP >600

HP >600

HP >600

HP 570

HP 400

HP 300

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

St

VD

0.35m

0.75m

1.00m

1.80m

TOPSOIL

RESIDUAL SOIL



E

SM

CH

CH

M >

wP

M

D - M

D

U50

0.60m

D

1.00m

0.40m

0.80m

TOPSOIL: Silty SAND - fine to coarse grained, darkbrown, fines of low plasticity, trace fine to mediumgrained sub-rounded to sub-angular gravel, rootaffected.

Sandy CLAY - medium to high plasticity, pale grey,fine to coarse grained sand, trace fine to mediumgrained sub-angular to sub-rounded gravel.

Extremely weathered Sandy Siltstone with soilproperties; breaks down into Gravelly CLAY -medium to high plasticity, pale yellow-brown withsome orange-brown, fine to coarse grainedsub-angular gravel.

Silty SANDSTONE - fine grained, grey-white,estimated low strength, fractured, with extremelyweathered pockets.


HP 190

HP 160

HP 160

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

0.15m

0.40m

0.55m

1.90m

FILL - TOPSOIL

FILL

RESIDUAL SOIL

E

SM

SM

CH

CH

M <

wP

M ~

wP

D - M

D0.55m

D0.70m

0.40m

0.55m

FILL-TOPSOIL: Silty SAND - fine to coarse grained,grey-brown, with some fine to medium grainedsub-angular to sub-rounded gravel, root affected.

FILL: Silty SAND - fine to coarse grained,grey-brown, fines of low plasticity, with some fine tomedium grained sub-angular to sub-rounded gravel.

FILL: Gravelly CLAY - medium to high plasticity, darkbrown, fine to medium grained sub-angular gravel.

Sandy CLAY - medium to high plasticity, grey tobrown with some orange-brown, fine to coarsegrained sand.

Becoming grey and orange-brown to red-brown,increasing in sand content.


HP >600

HP 480

HP 490

HP 450

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

0 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

0.25m

0.35m

0.55m

0.70m

SLOPE WASH

SLOPE WASH / POSSIBLEFILL

RESIDUAL SOIL


E

SM

GP

CH

M <

wP

M

D

D0.50m

0.35m

Silty SAND - fine to coarse grained, grey-brown, finesof low plasticity, with some fine to medium grainedsub-angular to sub-rounded gravel.

Sandy GRAVEL - fine to coarse grainedsub-rounded to angular gravel, grey-brown, fine tocoarse grained sand, with some Gravelly CLAYpockets.

CLAY - high plasticity, pale grey-brown with someorange, with some fine to coarse grained sand, tracefine to medium sub-rounded to sub-angular gravel.

SANDSTONE - fine to coarse grained, pale grey andpale orange, estimated medium to high strength.

Hole Terminated at 0.70 mPractical Refusal

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

0.20m

0.70m

1.00m

SLOPE WASH

RESIDUAL SOIL


E

SM

CH

M <

wP

M

D

D

0.60m

0.40m

Silty SAND - fine to coarse grained, grey-brown, finesof low plasticity, with some fine to coarse grainedrounded to sub-rounded gravel.


Silty SANDSTONE - fine to medium grained, paleyellow to pale grey with some brown toorange-brown, estimated very low to low strength,fractured, with extremely weathered pockets.

Hole Terminated at 1.00 mPractical Refusal

HP >600

HP >600

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

VD

0.35m

1.20m

SLOPE WASH


E

SM

SC

M

D - M

D

0.60m

0.40m

Silty SAND - fine to coarse grained, grey-brown, finesof low plasticity, with some fine to medium grainedsub-angular to sub-rounded gravel, appearscompact.

Extremely weathered Sandstone with soil properties;breaks down into Clayey SAND - fine to coarsegrained, pale grey-white and orange-brown, fines ofmedium plasticity.


Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

VD

0.25m

0.60m

1.80m

1.85m

SLOPE WASH

RESIDUAL SOIL



E

SM

CH

CH

M ~

wP -

M >

wP

M

D - M

U500.50m

D

1.20m

0.35m

1.00m

Silty SAND - fine to medium grained, darkgrey-brown, fines of low plasticity, trace fine grainedsub-angular to sub-rounded gravel.

Sandy CLAY - medium to high plasticity, grey tobrown with some orange-brown, fine to coarsegrained sand.

Extremely weathered Silty Sandstone with soilproperties: breaks down into Sandy CLAY - mediumto high plasticity, pale grey and orange-brown tored-brown, fine to coarse grained sand, with highlyweathered pockets.

Silty SANDSTONE - fine to medium grained, paleyellow to pale grey with some brown toorange-brown, estimated very low to low strength,fractured, with extremely weathered pockets.

Hole Terminated at 1.85 mVery slow progress

HP 410

HP 400

HP 550

HP 410

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

VD

0.25m

1.00m

SLOPE WASH


E

SM

SC

M

D

D

0.50m

0.30m

Silty SAND - fine to coarse grained, grey-brown, finesof low plasticity, with some fine to medium grainedsub-angular to sub-rounded gravel, appearscompact.

Extremely weathered Sandstone with soil properties:breaks down into Clayey SAND - fine to coarsegrained, pale grey-white and orange-brown, fines ofmedium plasticity.


Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

VD

0.15m

0.30m

0.70m

1.50m

1.90m

FILL-TOPSOIL

FILL

SLOPEWASH / POSSIBLE OLD TOPSOIL

RESIDUAL SOIL


E

SM

GP

SM

CH

GP

M <

wP

M ~

wP -

M >

wP

D

M

D

D

D

0.90m

0.70m

FILL-TOPSOIL: Silty SAND - fine to coarse grained,brown, fines of low plasticity, with some fine tocoarse grained sub-rounded to sub-angular, rootaffected.

FILL: Clayey Sandy GRAVEL - fine to coarse grainedsub-rounded to sub-angular, brown with someorange-brown, fine to coarse grained sand, fines ofmedium plasticity.

Silty SAND - fine to medium grained, grey-brown,fines of low plasticity, trace fine to medium grainedsub-rounded to sub-angular gravel, root affected,appears compact.

Sandy CLAY - medium to high plasticity, grey-brownwith some orange-brown, fine to coarse grainedsand, trace fine to coarse grained sub-rounded tosub-angular gravel.

With extremely weathered pockets.

Extremely weathered Carbonaceous PebblySandstone with soil properties: breaks down intoSandy GRAVEL - fine to coarse grained rounded tosub-angular, dark grey-black and brown, fine tocoarse grained sand.


HP >600

HP >600

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

H

VD

0.15m

0.40m

1.35m

1.70m

FILL - TOPSOIL

FILL

RESIDUAL SOIL


E

SM

SM

CH

GP

M <

wP

D - M

M

D

D

0.90m

0.60m

FILL-TOPSOIL: Silty SAND - fine to coarse grained,dark grey-brown, fines of low plasticity, trace fine tomedium grained sub-angular to sub-rounded gravel,root affected.

FILL: Silty SAND - fine to coarse grained,grey-brown, fines of low plasticity, with some fine tomedium grained sub-rounded gravel, appearscompact.

Sandy CLAY - medium to high plasticity, dark brownwith some orange-brown, fine to coarse grainedsand.

Extremely weathered Carbonaceous PebblySandstone with soil properties: breaks down intoSandy GRAVEL - fine to coarse grained rounded tosub-angular, dark grey-black and brown, fine tocoarse grained sand.


HP >600

HP >600

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

0.90m

0.95m

FILL


E

CH

FILL: Sandy CLAY - medium to high plasticity,grey-brown with some orange-brown, fine to coarsegrained sand, trace fine to coarse grainedsub-rounded to sub-angular gravel.

Silty SANDSTONE - fine grained, grey-white,estimated low strength, fractured, with extremelyweathered pockets.


Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

0.70m

0.90m

FILL

RESIDUAL SOIL

E

CH

CH

FILL: Sandy CLAY - medium to high plasticity,grey-brown with some orange-brown, fine to coarsegrained sand, trace fine to coarse grainedsub-rounded to sub-angular gravel.



Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

0.20m

0.40m

TOPSOIL

RESIDUAL SOIL

E

SM

CH

TOPSOIL: Silty SAND - fine to medium grained, darkgrey-brown, fines of low plasticity, trace fine grainedsub-angular to sub-rounded gravel.

Sandy CLAY - medium to high plasticity, palegrey-brown with some orange-brown, fine to coarsegrained sand, trace fine to coarse grainedsub-rounded to sub-angular gravel.


Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

0.30m

0.35m

TOPSOIL

RESIDUAL SOIL

E

SM

CH

TOPSOIL: Silty SAND - fine to medium grained,grey-brown, fines of low plasticity, trace fine grainedsub-angular to sub-rounded gravel.

Sandy CLAY - medium to high plasticity, pale grey,fine to coarse grained sand.


Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

0.40m

0.45m

TOPSOIL

RESIDUAL SOIL

E

SM

CH

TOPSOIL: Silty SAND - fine to medium grained, darkgrey-brown, fines of low plasticity, trace fine grainedsub-angular to sub-rounded gravel.



Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t T

ype

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Log

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. RA

YM

ON

D T

ER

RA

CE

- S

TA

GE

7.G

PJ

<<

Dra

win

gFile

>>

07/

06/2

018

19:1

1 1

0.0.

000

Dat

gel L

ab a

nd In

Situ

Too








JOB NO: NEW17P-0061

LOGGED BY: BE

DATE: 10/5/18

SURFACE RL:

DATUM: AHD

VSt

0.40m

0.70m

2.20m

TOPSOIL

COLLUVIUM

RESIDUAL SOIL

E

SM

CH

CH

M >

wP

M ~

wP

D - M

U50

0.90m

0.50m

TOPSOIL: Silty SAND - fine to medium grained,brown to dark brown, fines of low plasticity, some fineto medium grained gravel, angular to sub-angular,root affected.

Sandy CLAY - medium to high plasticity, pale orangeand grey, fine to medium grained sand, some fine tomedium grained gravel, angular to sub-angular.

Sandy CLAY - medium to high plasticity, grey andorange-brown, fine to medium grained sand, somefine to medium grained gravel, sub-angular tosub-rounded.

Increasing sand content.

Hole Terminated at 2.20 m

HP 280

HP 240

HP 250

HP 250

HP 250

HP 200

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l

CLIENT: McCLOY GROUP RAYMOND TERRACE PTY LTD

PROJECT: POTTERS LANE - STAGES 7 TO 10

LOCATION: 42 REES JAMES ROAD, RAYMOND TERRACE


EQUIPMENT TYPE: 5 TONNE EXCAVATOR


PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB/BE

DATE: 4/5/17

TEST PIT NO: TP01

SURFACE RL:

DATUM:

St

VSt /MD

0.40m

0.70m

1.00m

1.25m

1.30m

TOPSOIL

COLLUVIUM

RESIDUAL SOIL


E

SM

GC

CH

SC

M -

WM

> w

PM

< w

P

M

D - M

U50

0.90m

0.70m


Clayey Sandy GRAVEL - fine to medium grained,sub-angular to sub-rounded, brown, fine to coarsegrained sand, fines of low plasticity.

Sandy CLAY - medium to high plasticity, pale orangeto grey, fine to medium grained sand, some fine tomedium grained gravel, angular to sub-angular.

Clayey SAND to Sandy CLAY - fine to mediumgrained, pale orange and pale grey, fines of mediumplasticity, some fine to medium gravel, sub-angular.

SANDSTONE - fine to medium grained, pale grey andpale orange, estimated medium strength.


HP 170

HP 180

HP 230

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB/BE

DATE: 4/5/17

TEST PIT NO: TP02

SURFACE RL:

DATUM:

St

VSt

0.30m

0.80m

0.85m

TOPSOIL

RESIDUAL SOIL


E

SM

CH

M >

wP

M

CBR

0.80m

0.50m


Sandy CLAY - medium to high plasticity, pale brownand grey, fine to medium grained sand, some fine tomedium grained gravel, angular to sub-angular.

Pebbly SANDSTONE - fine to medium grained,orange to brown and pale grey, fine to mediumgrained gravel, sub-rounded to rounded, estimatedmedium to high strength.


HP 120

HP 270

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB/BE

DATE: 4/5/17

TEST PIT NO: TP03

SURFACE RL:

DATUM:

VSt

0.60m

1.90m

2.00m

COLLUVIUM / TOPSOIL

RESIDUAL SOIL


E

SM

CH

SC

M >

wP

M <

wP

M

CBR

0.80m

0.60m

Silty SAND - fine to medium grained, dark brown,fines of low plasticity.


Becoming grey and orange brown, fine to coarsegrained sand.

Extremely weathered SANDSTONE with soilproperties. Breaks down into Sandy CLAY - mediumto high plasticity, grey and orange-brown, fine tocoarse grained sand.


HP 300

HP 350

HP 350

HP 350

HP 300

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB/BE

DATE: 4/5/17

TEST PIT NO: TP04

SURFACE RL:

DATUM:

St

VSt

D - VD

0.40m

0.80m

1.30m

1.60m

2.20m

TOPSOIL

COLLUVIUM

RESIDUAL SOIL


EXTREMELY TO HIGHLYWEATHERED ROCK

E

SM

CH

SC

SC

M >

wP

M

M

D - M

U50

0.90m

0.50m



Clayey SAND / Sandy CLAY - fine to mediumgrained, pale grey, orange to brown and red, fines ofmedium to high plasticity, some fine to mediumgrained gravel, rounded to sub-rounded.

Extremely weathered SANDSTONE with soilproperties; breaks down into Clayey SAND - fine tomedium grained, pale grey, orange-brown and red,fines of medium to high plasticity, some fine tomedium grained gravel, sub-rounded to sub-angular.

SANDSTONE - fine to medium grained, grey andorange-red, estimated medium strength.

Hole Terminated at 2.20 mVery slow progress

HP 160

HP 180

HP 220

HP 330

HP >600

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB

DATE: 5/5/17

TEST PIT NO: TP05

SURFACE RL:

DATUM:

St

VSt

MD -D

1.10m

1.40m

2.00m

COLLUVIUM

RESIDUAL SOIL

E

CH

CH

SC

M >

wP

M ~

wP

D - M

CBR

0.70m

0.50m

Sandy CLAY - high plasticity, orange and grey, fine tomedium grained sand.

Sandy CLAY - high plasticity, dark grey and red tobrown, fine to medium sand.

Clayey SAND to Sandy CLAY - fine to mediumgrained, orange- brown, red and grey, medium to highplasticity, some fine to medium grained gravel,rounded to sub-rounded.

Becoming extremely weathered rock with soilproperties.


HP 120

HP 150

HP 170

HP 110

HP 220

HP 240

HP 280

HP 280

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB

DATE: 5/5/17

TEST PIT NO: TP06

SURFACE RL:

DATUM:

St

H

D - VD

0.40m

0.80m

1.30m

1.40m

TOPSOIL

RESIDUAL SOIL



E

SM

CH

SCM

> w

P

M

D - M

U50

0.80m

0.50m


Sandy CLAY - medium to high plasticity, pale brownto orange and grey, fine to medium grained sand,some fine to medium grained gravel, angular tosub-angular.

Extremely weathered SANDSTONE with soilproperties; breaks down into Gravelly Clayey SAND -fine to medium grained, pale brown, orange and grey,fines of medium to high plasticity.

SANDSTONE - fine to medium grained, pale grey andorange, estimated low to medium strength.


HP 120

HP 150

HP 230

HP 450

HP 550

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB

DATE: 5/5/17

TEST PIT NO: TP07

SURFACE RL:

DATUM:

St

VSt -H

0.40m

0.70m

0.80m

1.40m

TOPSOIL

COLLUVIUM

RESIDUAL SOIL


E

SC

CH

CH

M >

wP

M <

wP

M

D

U50

0.80m

0.50m

TOPSOIL: Clayey SAND - fine to medium grained,dark grey and brown, fines of low plasticity, rootaffected.

Sandy CLAY - medium to high plasticity, brown andgrey, fine to medium grained sand, some fine tomedium grained gravel, angular to sub-angular.

Sandy CLAY - medium to high plasticity, dark brownand grey, fine to medium grained sand, trace finegrained gravel, sub-rounded to sub-angular.

BASALT - grey to brown, blue to black and white topale grey, estimated medium strength, fractured.


HP 200

HP 150

HP 230

HP 450

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

03

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB

DATE: 5/5/17

TEST PIT NO: TP08

SURFACE RL:

DATUM:

St

0.30m

0.80m

1.40m

TOPSOIL

RESIDUAL SOIL


E

SM

CH

M ~

wP

M

D - M

U50

0.80m

0.50m

TOPSOIL: Silty SAND - fine to medium grained,brown to dark brown, fines of low plasticity, some fineto medium grained gravel, sub-rounded to rounded,root affected.

Sandy CLAY - medium to high plasticity, grey withsome orange, fine to medium grained sand, withsome tree roots.

SANDSTONE - fine to medium grained, orange andpale grey.

Becoming pale grey.


HP 180

HP 150

HP 180

HP 200

HP 170

HP >600

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W17

P-0

061

PO

TT

ER

S L

AN

E S

UB

DIV

. R

AY

MO

ND

TE

RR

AC

E.G

PJ

<<

Dra

win

gFile

>>

05

/06/

2017

13:

04

8.30

.003

D

atge

l Lab

and

In

Situ

Too

l







PAGE: 1 OF 1

JOB NO: NEW17P-0061

LOGGED BY: BB

DATE: 5/5/17

TEST PIT NO: TP12

SURFACE RL:

DATUM:

APPENDIX B:

Results of Laboratory Testing

On-Site Source:Sandy CLAYMaterial:

Sample DetailsNEW18W-1487--S01Sample ID:10/05/2018Date Sampled:

No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP702 - 0.80 to 0.90mSample Location:

AS1289.1.2.1 cl 6.5Sampling Method:

Test Results

6419

Four Point83

YesNoNo

25016.5

Dry SievedAir-dried

ResultSample History AS 1289.1.1

MethodDescription LimitsPreparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1

Accredited for compliance with ISO/IEC 17025 -TestingThe results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards

28/05/2018

Material Test ReportReport No: MAT:NEW18W-1487--S01

Issue No: 1

Client:

Date of Issue:NATA Accredited Laboratory Number: 18686Approved Signatory: Brent Cullen(Senior Geotechnician)Project Name: Proposed Subdivision - Stage 7 to 10

F: 02 4960 9775

QUALTEST Laboratory (NSW) Pty Ltd (20708) T: 02 4968 4468E: [email protected]: www.qualtest.com.auABN: 98 153 268 896

8 Ironbark Close Warabrook NSW 2304

Project No.: NEW17P-0061Principal:

Suite 1, Level 3, 426 King StreetNewcastle NSW 2302McCloy Raymond Terrace Pty Ltd

Page 1 of 1© 2000-2018 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:NEW18W-1487--S01

N/AComments

Sample DetailsSample ID: NEW18W-1487--S02 Client Sample ID: -Test Request No.: - Sampling Method: AS1289.1.2.1 cl 6.5Material: Sandy CLAY Date Sampled: 10/05/2018Source: On-Site Date Submitted: 16/05/2018Specification: No SpecificationProject Location: Rees James Road, Raymond TerraceSample Location: TP703 - 0.60 to 0.70mBorehole Number: TP703Borehole Depth (m): 0.6 - 0.7

Shrink Test AS 1289.7.1.1Shrink on drying (%): 5.2Shrinkage Moisture Content (%): 21.9Est. inert material (%): 9%Crumbling during shrinkage: NilCracking during shrinkage: Nil

Swell Test AS 1289.7.1.1Swell on Saturation (%): -0.4Moisture Content before (%): 22.1Moisture Content after (%): 23.4Est. Unc. Comp. Strength before (kPa): 230Est. Unc. Comp. Strength after (kPa): 130Shrink Swell

Shrink Swell Index - Iss (%): 2.9


23/05/2018

Shrink Swell Index ReportReport No: SSI:NEW18W-1487--S02

Issue No: 1

Client:


F: 02 4960 9775





Page 1 of 1Form No: 18932, Report No: SSI:NEW18W-1487--S02 © 2000-2018 QESTLab by SpectraQEST.com

Comments





Test Results

541872No

YesNo

25015.0

Dry SievedAir-dried


MethodDescription LimitsPreparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.2Plastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1


25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments

On-SiteSource:Sandy CLAYMaterial:




Test Results

6722

Four Point89

YesNoNo

25018.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

6822

Four Point90

YesNoNo

25019.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments

On-Site Source:CLAYMaterial:




Test Results

6119

Four Point80No

YesNo

25017.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments

Sample DetailsSample ID: NEW18W-1487--S07 Client Sample ID: -Test Request No.: - Sampling Method: AS1289.1.2.1 cl 6.5Material: Sandy CLAY Date Sampled: 10/05/2018Source: On-Site Date Submitted: 16/05/2018Specification: No SpecificationProject Location: Rees James Road, Raymond TerraceSample Location: TP707 - 0.40 to 0.60mBorehole Number: TP707Borehole Depth (m): 0.4 - 0.6

Shrink Test AS 1289.7.1.1Shrink on drying (%): 6.4Shrinkage Moisture Content (%): 26.3Est. inert material (%): 5%Crumbling during shrinkage: NilCracking during shrinkage: Nil

Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.4Moisture Content before (%): 26.3Moisture Content after (%): 27.5Est. Unc. Comp. Strength before (kPa): 230Est. Unc. Comp. Strength after (kPa): 180Shrink Swell



23/05/2018

Shrink Swell Index ReportReport No: SSI:NEW18W-1487--S07

Issue No: 1

Client:


F: 02 4960 9775






Comments

On-Site Source:Gravelly CLAYMaterial:




Test Results

2518

Four Point43

YesNoNo

25010.5

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

5318

Four Point71No

YesNo

25016.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

3417

Four Point51

YesNoNo

25011.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

4317

Four Point60No

YesYes250

13.5Dry Sieved

Air-driedResult

Sample History AS 1289.1.1MethodDescription Limits

Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1


25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

3916

Four Point55No

YesNo

25013.5

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

1122

Four Point33

YesNoNo

2504.5

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

5418

Four Point72No

YesNo

25016.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments





Test Results

5520

Four Point75No

YesNo

25016.0

Dry SievedAir-dried




25/05/2018


Issue No: 1

Client:


F: 02 4960 9775






N/AComments

Sample DetailsSample ID: NEW17W-1706--S01 Client Sample ID:

Test Request No.: Sampling Method: AS1289.1.2.1 cl 6.5

Material: Sandy Clay Date Sampled: 5/05/2017

Source: On-Site Date Submitted: 8/05/2017

Specification: No Specification

Project Location: Rees James Road, Raymond Terrace

Sample Location: TP01 - (0.5 - 0.9m)

Borehole Number: TP01

Borehole Depth (m): 0.5 - 0.9

Shrink Test AS 1289.7.1.1Shrink on drying (%): 4.2

Shrinkage Moisture Content (%): 24.3

Est. inert material (%): 15%

Crumbling during shrinkage: Nil

Cracking during shrinkage: Moderate

Swell Test AS 1289.7.1.1Swell on Saturation (%): -0.5

Moisture Content before (%): 24.2

Moisture Content after (%): 22.6

Est. Unc. Comp. Strength before (kPa): 200

Est. Unc. Comp. Strength after (kPa): 270

Shrink Swell


Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards

18/05/2017

Shrink Swell Index Report

Report No: SSI:NEW17W-1706--S01

Issue No: 1

Client:

Date of Issue:

NATA Accredited Laboratory Number: 18686

Approved Signatory: Dane Cullen

(Senior Geotechnician)Project Name: Proposed Subdivision - Stage 7 to 10

F: 02 4960 9775

QUALTEST Laboratory (NSW) Pty Ltd (20708)

T: 02 4968 4468

E: [email protected]: www.qualtest.com.auABN: 98 153 268 896


Project No.: NEW17P-0061

Principal:

Suite 1, Level 3, 426 King StreetNewcastle NSW 2302

McCloy Raymond Terrace Pty Ltd


Comments














Cracking during shrinkage: Minor






Shrink Swell



2/06/2017



Issue No: 2

Client:

Date of Issue:



(Senior Geotechnician)

This report replaces all previous issues of report no 'SSI:NEW17W-1706--S02'.

Project Name: Proposed Subdivision - Stage 7 to 10

F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments

On-Site Source:Sandy ClayMaterial:

Sample Details

NEW17W-1706--S03Sample ID:

05/05/2017Date Sampled:

No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP03 - (0.5 - 0.8m)Sample Location:


Test Results

3618

Four Point54No

YesNo

25011.5

Dry SievedAir-dried


MethodDescription Limits

Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1


2/06/2017

Material Test Report

Report No: MAT:NEW17W-1706--S03

Issue No: 2

Client:

Date of Issue:




This report replaces all previous issues of report no 'MAT:NEW17W-1706--S03'.


F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments














Cracking during shrinkage: Nil






Shrink Swell



24/05/2017



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments















Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.0





Shrink Swell



2/06/2017



Issue No: 2

Client:

Date of Issue:






F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments














Cracking during shrinkage: Minor

Swell Test AS 1289.7.1.1Swell on Saturation (%): 4.1



Est. Unc. Comp. Strength before (kPa): >600


Shrink Swell



24/05/2017



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments




















Shrink Swell



2/06/2017



Issue No: 2

Client:

Date of Issue:






F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments

APPENDIX C:

CSIRO Sheet BTF 18

Foundation Maintenance and Footing

Performance: A Homeowner’s Guide

Soil Types

The types of soils usually present under the topsoil in land zoned forresidential buildings can be split into two approximate groups –granular and clay. Quite often, foundation soil is a mixture of bothtypes. The general problems associated with soils having granularcontent are usually caused by erosion. Clay soils are subject tosaturation and swell/shrink problems.

Classifications for a given area can generally be obtained byapplication to the local authority, but these are sometimes unreliableand if there is doubt, a geotechnical report should be commissioned.As most buildings suffering movement problems are founded on claysoils, there is an emphasis on classification of soils according to theamount of swell and shrinkage they experience with variations ofwater content. The table below is Table 2.1 from AS 2870, theResidential Slab and Footing Code.

Causes of Movement

Settlement due to constructionThere are two types of settlement that occur as a result ofconstruction:• Immediate settlement occurs when a building is first placed on its

foundation soil, as a result of compaction of the soil under theweight of the structure. The cohesive quality of clay soil mitigatesagainst this, but granular (particularly sandy) soil is susceptible.

• Consolidation settlement is a feature of clay soil and may takeplace because of the expulsion of moisture from the soil or becauseof the soil’s lack of resistance to local compressive or shear stresses.This will usually take place during the first few months afterconstruction, but has been known to take many years inexceptional cases.

These problems are the province of the builder and should be takeninto consideration as part of the preparation of the site for construc-tion. Building Technology File 19 (BTF 19) deals with theseproblems.

ErosionAll soils are prone to erosion, but sandy soil is particularly susceptibleto being washed away. Even clay with a sand component of say 10%or more can suffer from erosion.

SaturationThis is particularly a problem in clay soils. Saturation creates a bog-like suspension of the soil that causes it to lose virtually all of itsbearing capacity. To a lesser degree, sand is affected by saturationbecause saturated sand may undergo a reduction in volume –particularly imported sand fill for bedding and blinding layers.However, this usually occurs as immediate settlement and shouldnormally be the province of the builder.

Seasonal swelling and shrinkage of soilAll clays react to the presence of water by slowly absorbing it, makingthe soil increase in volume (see table below). The degree of increasevaries considerably between different clays, as does the degree ofdecrease during the subsequent drying out caused by fair weatherperiods. Because of the low absorption and expulsion rate, thisphenomenon will not usually be noticeable unless there areprolonged rainy or dry periods, usually of weeks or months,depending on the land and soil characteristics.

The swelling of soil creates an upward force on the footings of thebuilding, and shrinkage creates subsidence that takes away thesupport needed by the footing to retain equilibrium.

Shear failureThis phenomenon occurs when the foundation soil does not havesufficient strength to support the weight of the footing. There aretwo major post-construction causes:• Significant load increase.• Reduction of lateral support of the soil under the footing due to

erosion or excavation.• In clay soil, shear failure can be caused by saturation of the soil

adjacent to or under the footing.

Buildings can and often do move. This movement can be up, down, lateral or rotational. The fundamental causeof movement in buildings can usually be related to one or more problems in the foundation soil. It is important forthe homeowner to identify the soil type in order to ascertain the measures that should be put in place in order toensure that problems in the foundation soil can be prevented, thus protecting against building movement.

This Building Technology File is designed to identify causes of soil-related building movement, and to suggestmethods of prevention of resultant cracking in buildings.

Foundation Maintenanceand Footing Performance:A Homeowner’s Guide

GENERAL DEFINITIONS OF SITE CLASSES

Class Foundation

A Most sand and rock sites with little or no ground movement from moisture changes

S Slightly reactive clay sites with only slight ground movement from moisture changes

M Moderately reactive clay or silt sites, which can experience moderate ground movement from moisture changes

H Highly reactive clay sites, which can experience high ground movement from moisture changes

E Extremely reactive sites, which can experience extreme ground movement from moisture changes

A to P Filled sites

P Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise

BTF 18replaces

InformationSheet 10/91

Tree root growthTrees and shrubs that are allowed to grow in the vicinity of footingscan cause foundation soil movement in two ways:

• Roots that grow under footings may increase in cross-sectionalsize, exerting upward pressure on footings.

• Roots in the vicinity of footings will absorb much of the moisturein the foundation soil, causing shrinkage or subsidence.

Unevenness of Movement

The types of ground movement described above usually occurunevenly throughout the building’s foundation soil. Settlement dueto construction tends to be uneven because of:

• Differing compaction of foundation soil prior to construction.• Differing moisture content of foundation soil prior to construction.

Movement due to non-construction causes is usually more unevenstill. Erosion can undermine a footing that traverses the flow or cancreate the conditions for shear failure by eroding soil adjacent to afooting that runs in the same direction as the flow.

Saturation of clay foundation soil may occur where subfloor wallscreate a dam that makes water pond. It can also occur wherever thereis a source of water near footings in clay soil. This leads to a severereduction in the strength of the soil which may create local shearfailure.

Seasonal swelling and shrinkage of clay soil affects the perimeter ofthe building first, then gradually spreads to the interior. The swellingprocess will usually begin at the uphill extreme of the building, or onthe weather side where the land is flat. Swelling gradually reaches theinterior soil as absorption continues. Shrinkage usually begins wherethe sun’s heat is greatest.

Effects of Uneven Soil Movement on Structures

Erosion and saturationErosion removes the support from under footings, tending to createsubsidence of the part of the structure under which it occurs.Brickwork walls will resist the stress created by this removal ofsupport by bridging the gap or cantilevering until the bricks or themortar bedding fail. Older masonry has little resistance. Evidence offailure varies according to circumstances and symptoms may include:

• Step cracking in the mortar beds in the body of the wall orabove/below openings such as doors or windows.

• Vertical cracking in the bricks (usually but not necessarily in linewith the vertical beds or perpends).

Isolated piers affected by erosion or saturation of foundations willeventually lose contact with the bearers they support and may tilt orfall over. The floors that have lost this support will become bouncy,sometimes rattling ornaments etc.

Seasonal swelling/shrinkage in claySwelling foundation soil due to rainy periods first lifts the mostexposed extremities of the footing system, then the remainder of theperimeter footings while gradually permeating inside the buildingfootprint to lift internal footings. This swelling first tends to create adish effect, because the external footings are pushed higher than theinternal ones.

The first noticeable symptom may be that the floor appears slightlydished. This is often accompanied by some doors binding on thefloor or the door head, together with some cracking of cornicemitres. In buildings with timber flooring supported by bearers andjoists, the floor can be bouncy. Externally there may be visibledishing of the hip or ridge lines.

As the moisture absorption process completes its journey to theinnermost areas of the building, the internal footings will rise. If thespread of moisture is roughly even, it may be that the symptoms willtemporarily disappear, but it is more likely that swelling will beuneven, creating a difference rather than a disappearance insymptoms. In buildings with timber flooring supported by bearersand joists, the isolated piers will rise more easily than the stripfootings or piers under walls, creating noticeable doming of flooring.

As the weather pattern changes and the soil begins to dry out, theexternal footings will be first affected, beginning with the locationswhere the sun’s effect is strongest. This has the effect of lowering theexternal footings. The doming is accentuated and cracking reducesor disappears where it occurred because of dishing, but other cracksopen up. The roof lines may become convex.

Doming and dishing are also affected by weather in other ways. Inareas where warm, wet summers and cooler dry winters prevail,water migration tends to be toward the interior and doming will beaccentuated, whereas where summers are dry and winters are coldand wet, migration tends to be toward the exterior and theunderlying propensity is toward dishing.

Movement caused by tree rootsIn general, growing roots will exert an upward pressure on footings,whereas soil subject to drying because of tree or shrub roots will tendto remove support from under footings by inducing shrinkage.

Complications caused by the structure itselfMost forces that the soil causes to be exerted on structures arevertical – i.e. either up or down. However, because these forces areseldom spread evenly around the footings, and because the buildingresists uneven movement because of its rigidity, forces are exertedfrom one part of the building to another. The net result of all theseforces is usually rotational. This resultant force often complicates thediagnosis because the visible symptoms do not simply reflect theoriginal cause. A common symptom is binding of doors on thevertical member of the frame.

Effects on full masonry structuresBrickwork will resist cracking where it can. It will attempt to spanareas that lose support because of subsided foundations or raisedpoints. It is therefore usual to see cracking at weak points, such asopenings for windows or doors.

In the event of construction settlement, cracking will usually remainunchanged after the process of settlement has ceased.

With local shear or erosion, cracking will usually continue to developuntil the original cause has been remedied, or until the subsidencehas completely neutralised the affected portion of footing and thestructure has stabilised on other footings that remain effective.

In the case of swell/shrink effects, the brickwork will in some casesreturn to its original position after completion of a cycle, however itis more likely that the rotational effect will not be exactly reversed,and it is also usual that brickwork will settle in its new position andwill resist the forces trying to return it to its original position. Thismeans that in a case where swelling takes place after constructionand cracking occurs, the cracking is likely to at least partly remainafter the shrink segment of the cycle is complete. Thus, each timethe cycle is repeated, the likelihood is that the cracking will becomewider until the sections of brickwork become virtually independent.

With repeated cycles, once the cracking is established, if there is noother complication, it is normal for the incidence of cracking tostabilise, as the building has the articulation it needs to cope withthe problem. This is by no means always the case, however, andmonitoring of cracks in walls and floors should always be treatedseriously.

Upheaval caused by growth of tree roots under footings is not asimple vertical shear stress. There is a tendency for the root to alsoexert lateral forces that attempt to separate sections of brickworkafter initial cracking has occurred.

Trees can cause shrinkage and damage

The normal structural arrangement is that the inner leaf of brick-work in the external walls and at least some of the internal walls(depending on the roof type) comprise the load-bearing structure onwhich any upper floors, ceilings and the roof are supported. In thesecases, it is internally visible cracking that should be the main focusof attention, however there are a few examples of dwellings whoseexternal leaf of masonry plays some supporting role, so this shouldbe checked if there is any doubt. In any case, externally visiblecracking is important as a guide to stresses on the structure generally,and it should also be remembered that the external walls must becapable of supporting themselves.

Effects on framed structuresTimber or steel framed buildings are less likely to exhibit crackingdue to swell/shrink than masonry buildings because of theirflexibility. Also, the doming/dishing effects tend to be lower becauseof the lighter weight of walls. The main risks to framed buildings areencountered because of the isolated pier footings used under walls.Where erosion or saturation cause a footing to fall away, this candouble the span which a wall must bridge. This additional stress cancreate cracking in wall linings, particularly where there is a weakpoint in the structure caused by a door or window opening. It is,however, unlikely that framed structures will be so stressed as to sufferserious damage without first exhibiting some or all of the abovesymptoms for a considerable period. The same warning period shouldapply in the case of upheaval. It should be noted, however, that whereframed buildings are supported by strip footings there is only one leafof brickwork and therefore the externally visible walls are thesupporting structure for the building. In this case, the subfloormasonry walls can be expected to behave as full brickwork walls.

Effects on brick veneer structuresBecause the load-bearing structure of a brick veneer building is theframe that makes up the interior leaf of the external walls plusperhaps the internal walls, depending on the type of roof, thebuilding can be expected to behave as a framed structure, except thatthe external masonry will behave in a similar way to the external leafof a full masonry structure.

Water Service and Drainage

Where a water service pipe, a sewer or stormwater drainage pipe is inthe vicinity of a building, a water leak can cause erosion, swelling orsaturation of susceptible soil. Even a minuscule leak can be enoughto saturate a clay foundation. A leaking tap near a building can havethe same effect. In addition, trenches containing pipes can becomewatercourses even though backfilled, particularly where brokenrubble is used as fill. Water that runs along these trenches can beresponsible for serious erosion, interstrata seepage into subfloor areasand saturation.

Pipe leakage and trench water flows also encourage tree and shrubroots to the source of water, complicating and exacerbating theproblem.Poor roof plumbing can result in large volumes of rainwater beingconcentrated in a small area of soil:

• Incorrect falls in roof guttering may result in overflows, as maygutters blocked with leaves etc.

• Corroded guttering or downpipes can spill water to ground.• Downpipes not positively connected to a proper stormwater

collection system will direct a concentration of water to soil that isdirectly adjacent to footings, sometimes causing large-scaleproblems such as erosion, saturation and migration of water underthe building.

Seriousness of Cracking

In general, most cracking found in masonry walls is a cosmeticnuisance only and can be kept in repair or even ignored. The tablebelow is a reproduction of Table C1 of AS 2870.

AS 2870 also publishes figures relating to cracking in concrete floors,however because wall cracking will usually reach the critical pointsignificantly earlier than cracking in slabs, this table is notreproduced here.

Prevention/Cure

PlumbingWhere building movement is caused by water service, roof plumbing,sewer or stormwater failure, the remedy is to repair the problem. It is prudent, however, to consider also rerouting pipes away fromthe building where possible, and relocating taps to positions whereany leakage will not direct water to the building vicinity. Even wheregully traps are present, there is sometimes sufficient spill to createerosion or saturation, particularly in modern installations usingsmaller diameter PVC fixtures. Indeed, some gully traps are notsituated directly under the taps that are installed to charge them,with the result that water from the tap may enter the backfilledtrench that houses the sewer piping. If the trench has been poorlybackfilled, the water will either pond or flow along the bottom ofthe trench. As these trenches usually run alongside the footings andcan be at a similar depth, it is not hard to see how any water that isthus directed into a trench can easily affect the foundation’s ability tosupport footings or even gain entry to the subfloor area.

Ground drainageIn all soils there is the capacity for water to travel on the surface andbelow it. Surface water flows can be established by inspection duringand after heavy or prolonged rain. If necessary, a grated drain systemconnected to the stormwater collection system is usually an easysolution.

It is, however, sometimes necessary when attempting to preventwater migration that testing be carried out to establish watertableheight and subsoil water flows. This subject is referred to in BTF 19and may properly be regarded as an area for an expert consultant.

Protection of the building perimeterIt is essential to remember that the soil that affects footings extendswell beyond the actual building line. Watering of garden plants,shrubs and trees causes some of the most serious water problems.

For this reason, particularly where problems exist or are likely tooccur, it is recommended that an apron of paving be installedaround as much of the building perimeter as necessary. This paving

CLASSIFICATION OF DAMAGE WITH REFERENCE TO WALLS

Description of typical damage and required repair Approximate crack width Damagelimit (see Note 3) category

Hairline cracks <0.1 mm 0

Fine cracks which do not need repair <1 mm 1

Cracks noticeable but easily filled. Doors and windows stick slightly <5 mm 2

Cracks can be repaired and possibly a small amount of wall will need 5–15 mm (or a number of cracks 3to be replaced. Doors and windows stick. Service pipes can fracture. 3 mm or more in one group)Weathertightness often impaired

Extensive repair work involving breaking-out and replacing sections of walls, 15–25 mm but also depend 4especially over doors and windows. Window and door frames distort. Walls lean on number of cracksor bulge noticeably, some loss of bearing in beams. Service pipes disrupted

should extend outwards a minimum of 900 mm (more in highlyreactive soil) and should have a minimum fall away from thebuilding of 1:60. The finished paving should be no less than 100mm below brick vent bases.

It is prudent to relocate drainage pipes away from this paving, ifpossible, to avoid complications from future leakage. If this is notpractical, earthenware pipes should be replaced by PVC andbackfilling should be of the same soil type as the surrounding soiland compacted to the same density.

Except in areas where freezing of water is an issue, it is wise toremove taps in the building area and relocate them well away fromthe building – preferably not uphill from it (see BTF 19).

It may be desirable to install a grated drain at the outside edge of thepaving on the uphill side of the building. If subsoil drainage isneeded this can be installed under the surface drain.

CondensationIn buildings with a subfloor void such as where bearers and joistssupport flooring, insufficient ventilation creates ideal conditions forcondensation, particularly where there is little clearance between thefloor and the ground. Condensation adds to the moisture alreadypresent in the subfloor and significantly slows the process of dryingout. Installation of an adequate subfloor ventilation system, eithernatural or mechanical, is desirable.

Warning: Although this Building Technology File deals withcracking in buildings, it should be said that subfloor moisture canresult in the development of other problems, notably:

• Water that is transmitted into masonry, metal or timber buildingelements causes damage and/or decay to those elements.

• High subfloor humidity and moisture content create an idealenvironment for various pests, including termites and spiders.

• Where high moisture levels are transmitted to the flooring andwalls, an increase in the dust mite count can ensue within theliving areas. Dust mites, as well as dampness in general, can be ahealth hazard to inhabitants, particularly those who areabnormally susceptible to respiratory ailments.

The gardenThe ideal vegetation layout is to have lawn or plants that requireonly light watering immediately adjacent to the drainage or pavingedge, then more demanding plants, shrubs and trees spread out inthat order.

Overwatering due to misuse of automatic watering systems is acommon cause of saturation and water migration under footings. Ifit is necessary to use these systems, it is important to remove gardenbeds to a completely safe distance from buildings.

Existing treesWhere a tree is causing a problem of soil drying or there is theexistence or threat of upheaval of footings, if the offending roots aresubsidiary and their removal will not significantly damage the tree,they should be severed and a concrete or metal barrier placedvertically in the soil to prevent future root growth in the direction ofthe building. If it is not possible to remove the relevant rootswithout damage to the tree, an application to remove the tree shouldbe made to the local authority. A prudent plan is to transplant likelyoffenders before they become a problem.

Information on trees, plants and shrubsState departments overseeing agriculture can give informationregarding root patterns, volume of water needed and safe distancefrom buildings of most species. Botanic gardens are also sources ofinformation. For information on plant roots and drains, see BuildingTechnology File 17.

ExcavationExcavation around footings must be properly engineered. Soilsupporting footings can only be safely excavated at an angle thatallows the soil under the footing to remain stable. This angle iscalled the angle of repose (or friction) and varies significantlybetween soil types and conditions. Removal of soil within the angleof repose will cause subsidence.

Remediation

Where erosion has occurred that has washed away soil adjacent tofootings, soil of the same classification should be introduced andcompacted to the same density. Where footings have beenundermined, augmentation or other specialist work may be required.Remediation of footings and foundations is generally the realm of aspecialist consultant.

Where isolated footings rise and fall because of swell/shrink effect,the homeowner may be tempted to alleviate floor bounce by fillingthe gap that has appeared between the bearer and the pier withblocking. The danger here is that when the next swell segment of thecycle occurs, the extra blocking will push the floor up into anaccentuated dome and may also cause local shear failure in the soil.If it is necessary to use blocking, it should be by a pair of finewedges and monitoring should be carried out fortnightly.

This BTF was prepared by John Lewer FAIB, MIAMA, Partner,Construction Diagnosis.

The information in this and other issues in the series was derived from various sources and was believed to be correct when published.

The information is advisory. It is provided in good faith and not claimed to be an exhaustive treatment of the relevant subject.

Further professional advice needs to be obtained before taking any action based on the information provided.

Distributed by

CSIRO PUBL ISHING PO Box 1139, Collingwood 3066, AustraliaFreecall 1800 645 051 Tel (03) 9662 7666 Fax (03) 9662 7555 www.publish.csiro.au

Email: [email protected]

© CSIRO 2003. Unauthorised copying of this Building Technology file is prohibited

Gardens for a reactive site

Documents

Proposed Residential Subdivision Geotechnical Assessment...Excavation of 20 test pits (TP701 to TP720) using a 3.5 tonne rubber tracked excavator equipped with a 450mm wide bucket