proposed residential subdivision geotechnical assessment...excavation of 20 test pits (tp701 to...
TRANSCRIPT
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
8 June 2018 4 NEW17P-0061-AC
Photograph 7: From near TP705, facing
southwest. Stockpile visible.
Photograph 8: From near TP705, facing
northwest.
Photograph 9: From near TP710, facing
southwest.
Photograph 10: From near TP710, facing
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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.
SITE CLASSIFICATION - POTTERS LANE STAGE 7, RAYMOND TERRACE
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
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: TP702PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
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
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: TP703PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
HIGHLY WEATHEREDROCK
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.
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 0.85 mRefusal
HP 200
HP 180
HP 170
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: TP704PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
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.
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, with highly weathered pockets.
Hole Terminated at 0.90 mSlow progress
HP >600
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: TP705PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
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.
Hole Terminated at 1.80 mSlow progress
HP >600
HP >600
HP >600
HP 570
HP 400
HP 300
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: TP706PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
HIGHLY WEATHEREDROCK
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.
Hole Terminated at 1.80 mSlow progress
HP 190
HP 160
HP 160
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: TP707PAGE: 1 OF 1
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.
Hole Terminated at 1.90 mSlow progress
HP >600
HP 480
HP 490
HP 450
HP >600
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: TP708PAGE: 1 OF 1
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
HIGHLY WEATHEREDROCK
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
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
1 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: TP709PAGE: 1 OF 1
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
HIGHLY WEATHEREDROCK
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.
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.
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
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
1 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: TP710PAGE: 1 OF 1
JOB NO: NEW17P-0061
LOGGED BY: BE
DATE: 10/5/18
SURFACE RL:
DATUM: AHD
VD
0.35m
1.20m
SLOPE WASH
EXTREMELY WEATHEREDROCK
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.
Hole Terminated at 1.20 mSlow progress
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
1 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: TP711PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
HIGHLY WEATHEREDROCK
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
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
1 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: TP712PAGE: 1 OF 1
JOB NO: NEW17P-0061
LOGGED BY: BE
DATE: 10/5/18
SURFACE RL:
DATUM: AHD
VD
0.25m
1.00m
SLOPE WASH
EXTREMELY WEATHEREDROCK
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.
Hole Terminated at 1.00 mSlow progress
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
1 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: TP713PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
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.
Hole Terminated at 1.90 mSlow progress
HP >600
HP >600
HP >600
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
1 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: TP714PAGE: 1 OF 1
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
EXTREMELY WEATHEREDROCK
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.
Hole Terminated at 1.70 mSlow progress
HP >600
HP >600
HP >600
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
1 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: TP715PAGE: 1 OF 1
JOB NO: NEW17P-0061
LOGGED BY: BE
DATE: 10/5/18
SURFACE RL:
DATUM: AHD
0.90m
0.95m
FILL
HIGHLY WEATHEREDROCK
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.
Hole Terminated at 0.95 mTarget depth
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
1 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: TP716PAGE: 1 OF 1
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.
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.
Hole Terminated at 0.90 mTarget depth
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
1 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: TP717PAGE: 1 OF 1
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.
Hole Terminated at 0.40 mTarget depth
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
1 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: TP718PAGE: 1 OF 1
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.
Hole Terminated at 0.35 mTarget depth
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
1 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: TP719PAGE: 1 OF 1
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.
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.
Hole Terminated at 0.45 mTarget depth
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
1 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: TP720PAGE: 1 OF 1
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
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
HIGHLY WEATHEREDROCK
E
SM
GC
CH
SC
M -
WM
> w
PM
< w
P
M
D - M
U50
0.90m
0.70m
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.
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.
Hole Terminated at 1.30 mRefusal
HP 170
HP 180
HP 230
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
HIGHLY WEATHEREDROCK
E
SM
CH
M >
wP
M
CBR
0.80m
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 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.
Hole Terminated at 0.85 mRefusal
HP 120
HP 270
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
EXTREMELY WEATHEREDROCK
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.
Sandy CLAY - medium to high plasticity, pale orangeand grey, fine to medium grained sand, some fine tomedium grained gravel, angular to sub-angular.
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.
Hole Terminated at 2.00 m
HP 300
HP 350
HP 350
HP 350
HP 300
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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 WEATHEREDROCK
EXTREMELY TO HIGHLYWEATHERED ROCK
E
SM
CH
SC
SC
M >
wP
M
M
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.
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
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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.
Hole Terminated at 2.00 m
HP 120
HP 150
HP 170
HP 110
HP 220
HP 240
HP 280
HP 280
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
EXTREMELY WEATHEREDROCK
HIGHLY WEATHEREDROCK
E
SM
CH
SCM
> w
P
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, angular to sub-angular,root affected.
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.
Hole Terminated at 1.40 mRefusal
HP 120
HP 150
HP 230
HP 450
HP 550
HP >600
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
HIGHLY WEATHEREDROCK
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.
Hole Terminated at 1.40 mRefusal
HP 200
HP 150
HP 230
HP 450
HP >600
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 Typ
e
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
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
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
HIGHLY WEATHEREDROCK
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.
Hole Terminated at 1.40 mRefusal
HP 180
HP 150
HP 180
HP 200
HP 170
HP >600
HP >600
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 Typ
e
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
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
CLIENT: McCLOY GROUP RAYMOND TERRACE PTY LTD
PROJECT: POTTERS LANE - STAGES 7 TO 10
LOCATION: 42 REES JAMES ROAD, RAYMOND TERRACE
ENGINEERING LOG - TEST PIT
EQUIPMENT TYPE: 5 TONNE EXCAVATOR
TEST PIT LENGTH: 1.5 m WIDTH: 0.5 m
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
Accredited for compliance with ISO/IEC 17025 -TestingThe results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
23/05/2018
Shrink Swell Index ReportReport No: SSI:NEW18W-1487--S02
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 1Form No: 18932, Report No: SSI:NEW18W-1487--S02 © 2000-2018 QESTLab by SpectraQEST.com
Comments
On-Site Source:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S03Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP704 - 0.35 to 0.52mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
541872No
YesNo
25015.0
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 1289.3.1.2Plastic 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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S03
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--S03
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S04Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP705 - 0.30 to 0.40mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
6722
Four Point89
YesNoNo
25018.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S04
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--S04
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S05Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP706 - 0.40 to 0.60mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
6822
Four Point90
YesNoNo
25019.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S05
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--S05
N/AComments
On-Site Source:CLAYMaterial:
Sample DetailsNEW18W-1487--S06Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP706 - 1.20 to 1.40mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
6119
Four Point80No
YesNo
25017.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S06
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--S06
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
Shrink Swell Index - Iss (%): 3.6
Accredited for compliance with ISO/IEC 17025 -TestingThe results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
23/05/2018
Shrink Swell Index ReportReport No: SSI:NEW18W-1487--S07
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 1Form No: 18932, Report No: SSI:NEW18W-1487--S07 © 2000-2018 QESTLab by SpectraQEST.com
Comments
On-Site Source:Gravelly CLAYMaterial:
Sample DetailsNEW18W-1487--S08Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP708 - 0.40 to 0.55mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
2518
Four Point43
YesNoNo
25010.5
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S08
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--S08
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S09Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP708 - 0.55 to 0.70mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
5318
Four Point71No
YesNo
25016.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S09
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--S09
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S10Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP709 - 0.35 to 0.50mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
3417
Four Point51
YesNoNo
25011.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S10
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--S10
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S11Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP710 - 0.40 to 0.60mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
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
Accredited for compliance with ISO/IEC 17025 -TestingThe results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S11
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--S11
N/AComments
On-Site Source:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S12Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP712 - 0.35 to 0.50mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
3916
Four Point55No
YesNo
25013.5
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S12
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--S12
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S13Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP713 - 0.30 to 0.50mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
1122
Four Point33
YesNoNo
2504.5
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S13
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--S13
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S14Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP714 - 0.70 to 0.90mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
5418
Four Point72No
YesNo
25016.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S14
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--S14
N/AComments
On-SiteSource:Sandy CLAYMaterial:
Sample DetailsNEW18W-1487--S15Sample ID:10/05/2018Date Sampled:
No SpecificationSpecification:Rees James Road, Raymond TerraceProject Location:TP715 - 0.60 to 0.90mSample Location:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
5520
Four Point75No
YesNo
25016.0
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
25/05/2018
Material Test ReportReport No: MAT:NEW18W-1487--S15
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--S15
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
Shrink Swell Index - Iss (%): 2.3
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
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1Form No: 18932, Report No: SSI:NEW17W-1706--S01 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: NEW17W-1706--S02 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: TP02 - (0.7 - 0.9m)
Borehole Number: TP02
Borehole Depth (m): 0.7 - 0.9
Shrink Test AS 1289.7.1.1Shrink on drying (%): 6.4
Shrinkage Moisture Content (%): 30.9
Est. inert material (%): 10%
Crumbling during shrinkage: Nil
Cracking during shrinkage: Minor
Swell Test AS 1289.7.1.1Swell on Saturation (%): -0.4
Moisture Content before (%): 30.0
Moisture Content after (%): 32.4
Est. Unc. Comp. Strength before (kPa): 200
Est. Unc. Comp. Strength after (kPa): 190
Shrink Swell
Shrink Swell Index - Iss (%): 3.5
Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
2/06/2017
Shrink Swell Index Report
Report No: SSI:NEW17W-1706--S02
Issue No: 2
Client:
Date of Issue:
NATA Accredited Laboratory Number: 18686
Approved Signatory: Dane Cullen
(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
QUALTEST Laboratory (NSW) Pty Ltd (20708)
T: 02 4968 4468
E: [email protected]: www.qualtest.com.auABN: 98 153 268 896
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1Form No: 18932, Report No: SSI:NEW17W-1706--S02 © 2000-2013 QESTLab by SpectraQEST.com
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:
AS1289.1.2.1 cl 6.5Sampling Method:
Test Results
3618
Four Point54No
YesNo
25011.5
Dry SievedAir-dried
ResultSample History AS 1289.1.1
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
Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
2/06/2017
Material Test Report
Report No: MAT:NEW17W-1706--S03
Issue No: 2
Client:
Date of Issue:
NATA Accredited Laboratory Number: 18686
Approved Signatory: Dane Cullen
(Senior Geotechnician)
This report replaces all previous issues of report no 'MAT:NEW17W-1706--S03'.
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
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:NEW17W-1706--S03
N/A
Comments
Sample DetailsSample ID: NEW17W-1706--S04 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: TP05 - (0.5 - 0.9m)
Borehole Number: TP05
Borehole Depth (m): 0.5 - 0.9
Shrink Test AS 1289.7.1.1Shrink on drying (%): 6.7
Shrinkage Moisture Content (%): 31.2
Est. inert material (%): 5%
Crumbling during shrinkage: Nil
Cracking during shrinkage: Nil
Swell Test AS 1289.7.1.1Swell on Saturation (%): -0.4
Moisture Content before (%): 30.1
Moisture Content after (%): 31.3
Est. Unc. Comp. Strength before (kPa): 160
Est. Unc. Comp. Strength after (kPa): 170
Shrink Swell
Shrink Swell Index - Iss (%): 3.7
Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
24/05/2017
Shrink Swell Index Report
Report No: SSI:NEW17W-1706--S04
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
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1Form No: 18932, Report No: SSI:NEW17W-1706--S04 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: NEW17W-1706--S05 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: TP07 - (0.5 - 0.8m)
Borehole Number: TP07
Borehole Depth (m): 0.5 - 0.8
Shrink Test AS 1289.7.1.1Shrink on drying (%): 6.8
Shrinkage Moisture Content (%): 33.1
Est. inert material (%): 5%
Crumbling during shrinkage: Nil
Cracking during shrinkage: Nil
Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.0
Moisture Content before (%): 33.1
Moisture Content after (%): 33.2
Est. Unc. Comp. Strength before (kPa): 180
Est. Unc. Comp. Strength after (kPa): 100
Shrink Swell
Shrink Swell Index - Iss (%): 3.8
Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
2/06/2017
Shrink Swell Index Report
Report No: SSI:NEW17W-1706--S05
Issue No: 2
Client:
Date of Issue:
NATA Accredited Laboratory Number: 18686
Approved Signatory: Dane Cullen
(Senior Geotechnician)
This report replaces all previous issues of report no 'SSI:NEW17W-1706--S05'.
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
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1Form No: 18932, Report No: SSI:NEW17W-1706--S05 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: NEW17W-1706--S06 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: TP08 - (0.5 - 0.9m)
Borehole Number: TP08
Borehole Depth (m): 0.5 - 0.9
Shrink Test AS 1289.7.1.1Shrink on drying (%): 4.7
Shrinkage Moisture Content (%): 29.3
Est. inert material (%): 15%
Crumbling during shrinkage: Nil
Cracking during shrinkage: Minor
Swell Test AS 1289.7.1.1Swell on Saturation (%): 4.1
Moisture Content before (%): 29.3
Moisture Content after (%): 30.0
Est. Unc. Comp. Strength before (kPa): >600
Est. Unc. Comp. Strength after (kPa): 360
Shrink Swell
Shrink Swell Index - Iss (%): 3.7
Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
24/05/2017
Shrink Swell Index Report
Report No: SSI:NEW17W-1706--S06
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
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1Form No: 18932, Report No: SSI:NEW17W-1706--S06 © 2000-2013 QESTLab by SpectraQEST.com
Comments
Sample DetailsSample ID: NEW17W-1706--S08 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: TP12 - (0.5 - 0.8m)
Borehole Number: TP12
Borehole Depth (m): 0.5 - 0.8
Shrink Test AS 1289.7.1.1Shrink on drying (%): 4.9
Shrinkage Moisture Content (%): 23.2
Est. inert material (%): 10%
Crumbling during shrinkage: Nil
Cracking during shrinkage: Nil
Swell Test AS 1289.7.1.1Swell on Saturation (%): -0.8
Moisture Content before (%): 24.2
Moisture Content after (%): 27.7
Est. Unc. Comp. Strength before (kPa): 140
Est. Unc. Comp. Strength after (kPa): 190
Shrink Swell
Shrink Swell Index - Iss (%): 2.7
Accredited for compliance with ISO/IEC 17025The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards
2/06/2017
Shrink Swell Index Report
Report No: SSI:NEW17W-1706--S08
Issue No: 2
Client:
Date of Issue:
NATA Accredited Laboratory Number: 18686
Approved Signatory: Dane Cullen
(Senior Geotechnician)
This report replaces all previous issues of report no 'SSI:NEW17W-1706--S08'.
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
8 Ironbark Close Warabrook NSW 2304
Project No.: NEW17P-0061
Principal:
Suite 1, Level 3, 426 King StreetNewcastle NSW 2302
McCloy Raymond Terrace Pty Ltd
Page 1 of 1Form No: 18932, Report No: SSI:NEW17W-1706--S08 © 2000-2013 QESTLab by SpectraQEST.com
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