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Geotechnical Investigation Report
Proposed Upgrade to Top Forestry Road
For Proposed Poultry Farm Development
136 Top Forestry Road, Ridgewood
April 2015
Prepared for Lambert & Rehbein Pty Ltd
by Red Earth Engineering Pty Ltd
Version # Version Details Reviewed By Issued by: Date
0 0 Issued for Information David Morrison Brett Collins 21/4/2015
and David Starr
1 1 Issued for Information David Morrison Brett Collins 23/4/2015
and David Starr
File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1.docx
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Page 2
Geotechnical Investigation Report
Proposed Upgrade to Top Forestry Road
For Proposed Poultry Farm Development
136 Top Forestry Road, Ridgewood
TABLE OF CONTENTS
1.0 INTRODUCTION 1
2.0 SITE DESCRIPTION 1
3.0 GEOLOGY 1
4.0 FIELDWORK 1
4.1 AUGER HOLES 2
4.2 EXISTING CUT BATTERS 2
5.0 FIELDWORK FINDINGS 3
5.1 AUGER HOLES 3
5.2 EXISTING CUT BATTERS 4
5.2.1 SECTION 6 (REFER ATTACHED DRAWING REE-TFR-GT-002) 4
5.2.2 SECTION 3 (REFER ATTACHED DRAWING REE-TFR-GT-004) 4
5.2.3 SECTION 12 (REFER ATTACHED DRAWING REE-TFR-GT-005) 4
6.0 LABORATORY TESTING 5
7.0 ENGINEERING COMMENTS AND RECOMMENDATIONS 5
7.1 PAVEMENT DESIGN 5
7.2 RECOMMENDATIONS FOR BATTER RE-PROFILING 6
8.0 LIMITATIONS 6
DRAWINGS
REE-TFR-GT-001 Rev0 – Geotechnical Investigation, Borehole Locations and Key Plan,
Sheet 1 of 5
REE-TFR-GT-002 Rev0 – Geotechnical Investigation, Borehole Locations and Key Plan,
Sheet 2 of 5
REE-TFR-GT-003 Rev0 – Geotechnical Investigation, Borehole Locations and Key Plan,
Sheet 3 of 5
REE-TFR-GT-004 Rev0 – Geotechnical Investigation, Borehole Locations and Key Plan,
Sheet 4 of 5
File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 ii
Page 3
REE-TFR-GT-005 Rev0 – Geotechnical Investigation, Borehole Locations and Key Plan,
Sheet 5 of 5
APPENDICES
Appendix A – Auger Hole Logs
(AH15-01 to AH15-07)
Appendix B – Geotechnical Terms and Symbols
Appendix C - Laboratory Test Results
Appendix D – Photographic Plates 01 - 38
File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 ii
Page 4
1.0 Introduction At the request of Lambert and Rehbein (L&R), Red Earth Engineering Pty Ltd (REE) has undertaken a geotechnical investigation along a section of Top Forestry Road, Ridgewood for the purposes of providing geotechnical advice regarding the suitability of the proposed L&R design for the road pavement upgrade and widening. REE understands that as a Noosa Shire Council requirement for a proposed development at 136 Top Forestry Road, Ridgewood, the existing unsealed gravel pavement of Top Forestry Road will need to be upgraded from Old Ceylon Road to the property at number 136. This is to accommodate a higher frequency of vehicle movements including heavy vehicles, to increase the pavement width and to seal this section of the road. This involves a pavement upgrade length of approximately 1.4 km. It is understood that the proposed pavement design is based on an assumed subgrade CBR of 15%. Some sections of the roadway are to be widened through existing cuts. Lambert & Rehbein Concept Drawing B14101-SK-005 indicates that the design for the steepest cut batter to achieve the required formation is 1 Horizontal to 1.333 Vertical (approximately 55 degrees). This document presents the result of field investigations and laboratory testing, as well as engineering recommendations and comments related to the proposed upgrade. 2.0 Site Description The proposed road redevelopment extends along Top Forestry Road, Ridgewood from Old Ceylon Road towards the west for approximately 1.4 km. The current roadway is in a rural community near the township of Cooroy and is gravel surfaced with a formation width of approximately 5 m to 6 m. The roadway is constructed along a series of cut benches and fill embankments. Cut faces typically vary between 1 m and 2 m in height, however in one section they are up to approximately 4 m in height. Fill embankments typically range from between 1 m to approximately 3 m height. Prior to carrying out the field investigation it was noted that the pavement surface had recently been graded and levelled. There was no evidence of significant rutting or other surface deformation. The fieldwork was undertaken during a heavy rainfall period. There was no evidence of significant erosion of fill batters or infiltration of surface run-off into the pavement surface or adjacent shoulders. Some old and small zones of slumping within the upper 0.5 to 1 m of cut faces (i.e. typically in the residual soil/extremely weathered profile) was noted in some areas. 3.0 Geology Reference to the 1:100,000 Australian Geological Map – Gympie Special indicates that the investigation site is underlain by rock of the Early-Middle Triassic age and part of the Kin Kin Beds. Rock types include Arenite, Argillite and Phyllite. 4.0 Fieldwork Two activities were undertaken simultaneously as part of the geotechnical investigation. One was auger hole drilling within the existing road pavement and the other was a stability assessment of existing cuts. File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 1 of 7
Page 5
4. 1 Auger Holes A series of auger holes were drilled at approximately 200 m centres along the length of the proposed road upgrade. Seven auger holes were drilled in total through the existing pavement gravels into the underlying subgrade. The auger hole locations were recorded using a hand held GPS unit using the WGS84 coordinate system. The locations of the auger holes are provided below: • AH15-01 - 486366E; 7074117N - Auger hole located 2 m inside southern edge • AH15-02 - 486184E; 7074129N - Auger hole located 1.5 m inside northern edge • AH15-03 - 486014E; 7074020N - Auger hole located 1.5 m inside western edge • AH15-04 - 485872E; 7073861N - Auger hole located 1.1 m inside eastern edge • AH15-05 - 485841E; 7073708N - Auger hole located 1.8 m inside western edge • AH15-06 - 485713E; 7073520N - Auger hole located 1.2 m inside northern edge • AH15-07 - 485533E; 7073491N - Auger hole located 1.8 m inside southern edge Samples were taken of selected pavement materials and subgrade soils for potential use in laboratory testing. Dynamic Cone Penetrometer (DCP) testing was undertaken at selected auger hole locations to aid in soil strength characterisation. All auger hole drilling was carried out under the direction of a senior geotechnical engineer and traffic controllers working to a council approved traffic management scheme. The termination depth of auger holes ranged between 0.15 m (AH15-07) and 1.5 m (AH15-2 to AH15-4 and AH15-06). On completion of logging and sampling, all auger holes were backfilled in lightly tamped layers using spoil and Type 2.1 gravel mixed with a small amount cement binder. The auger hole at road surface was compacted using a flat plate fixed to the end of a crowbar and cleaned as best as possible of any remaining materials before the road section was again opened to traffic. Auger hole logs are presented in Appendix A and geotechnical terms and symbols are presented in Appendix B. 4. 2 Existing Cut Batters The second activity comprised a walkover inspection and stability assessment of existing road cuts at locations where road widening is proposed. The majority of proposed widenings have little or no impact on the existing cut slopes. However there are three locations along the existing road where re-profiling of cut batters will be required. The major section is from approximately CH1080 to CH1280 (refer drawing REE-TFR-GT-002), with a shorter section at the beginning of Top Forestry Road near the junction with Old Ceylon Road (refer drawing REE-TFR-GT-005) and a short section south of the junction with King Parrot Lane (refer drawing REE-TFR-GT-004). The walkover inspection was undertaken by an experienced engineering geologist to assess the condition and geology of the existing batters. The bedrock exposed in the cuttings was from the Kin Kin Beds and comprised argillite, phylitte (a low grade metamorphic rock) and arenite. It exhibited foliated bedding, and was present as low to medium strength rock, becoming extremely low strength in places due to variable weathering, overlain by approximately 1 m of residual soil. The walkover inspection was undertaken on 1 April 2015 and the existing cut sections were inspected, photographs, and measurements taken of average slope angles and heights. The inspection photographs are designated Plates 1 to 38, and are divided into three sections to File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 2 of 7
Page 6
coincide with the Section numbers 1, 3 and 6 shown on Lambert & Rehbein drawing
B14101-SK-004.
Plates 1 to 10 cover Section 3 (immediately south of King Parrot Lane), Plates 11 to 25
cover Section 6 (the major cut), and Plates 26 to 38 cover Section 1 (starting at Old Ceylon
Road).
The locations of photographs taken in each section are shown on the attached drawings
REE-TFR-GT-002, REE-TFR-GT-004 and REE-TFR-GT-005. The photographic plates are
presented as Attachment D.
5.0 Fieldwork Findings
5. 1 Auger Holes
The results of the fieldwork are presented in the form of Non-Cored Drill Hole Geological
Logs in Appendix A. Explanatory notes describing terms used on the logs are presented in
Appendix B.
DCP tests were undertaken at locations where fill materials were encountered below the
pavement gravels. The results are presented in Table 1 below:
Table 1: DCP Test Results
Depth Blows/100mm Penetration
(m) AH15-01 AH15-02 AH15-03 AH15-04 AH15-05 AH15-06 AH15-07
0.0 – 0.1 NA - 10 11 NA - NA
0.1 – 0.2 4 19 11 -
0.2 – 0.3 5 17 10 -
0.3 – 0.4 4 14 9 9
0.4 – 0.5 5 18 9 8
0.5 – 0.6 4 >20 10 7
0.6 – 0.7 6 11 12
0.7 – 0.8 5 13 16
0.8 – 0.9 6 12 11
0.9 – 1.0 12 13 9
1.0 – 1.1 16 10 16
1.1 – 1.2 9 >20
1.2 – 1.3 6
1.3 – 1.4
Notes: NA – not applicable. DCP test not undertaken.
These DCP results indicate that the fill soils are moderately to well compacted.
Results of the auger hole investigation indicate that in general terms the pavement profile is
comprised of the following layers:
1. Base-course/running surface – Clayey Sandy Gravel (GC), about 80% coarse
fraction/20% fines, dry, maximum particle size 37.5 mm, varying in thickness from 30
mm to 130 mm (average 90 mm), overlying
File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 3 of 7
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2. Fill – Silty Clay, medium plasticity, with some gravel and sand, dry, apparent stiff to
hard, apparent cut to fill origin, of variable thickness (not encountered in AH15-01),
overlying
3. Residual Soils and/or Weathered Rock – ranging from Silty Clay with some gravel
and sand, dry, to low to medium strength rock
Groundwater was not encountered in any of the auger holes on the day of the investigation.
5. 2 Existing Cut Batters
5.2.1 Section 61 (refer attached drawing REE-TFR-GT-002)
The major section of cut is approximately 200 m in length, and is up to about 4 m in height.
There is a 90 degree bend halfway along the cut, and re-profiling of the batter is expected to
improve sight lines. Observed conditions are shown on Plates 11 to 25, and indicate batter
angles commencing at about 45 degrees at the east end of the cut increasing to about 65
and 70 degrees in the central section of the cut, where batter heights are about 3.5 to 4 m.
The photo plates for this section are annotated with heights and slope angles. It can be seen
that ravelling of the upper layer of residual soil has resulted in undercutting of the crest in
places (see Plates 14 to 21). The residual material has slumped onto the weathered rock
faces (Plates 18 to 21). Again it is evident that the vegetation at the crest of the slope batters
is assisting stability.
5.2.2 Section 32 (refer attached drawing REE-TFR-GT-004)
Plates 1 to 10 illustrate conditions in this section of cut. Plates 1 to 4 show the presence of
distinctly weathered argillite with a layer of residual soil within the top metre. The batter slope
is at about 65 degrees with total height of 3 m.
Plates 5, 6 and 7 reveal an outcrop of bedded/foliated low strength argillite standing at 85
degrees with apparent bedding at 50 to 150 mm.
There is a large tree at this location (see Plate 5), and its removal would cause some
disturbance. It is also apparent that tree root structures are aiding stability to many of the
batters, particularly within the top layer of residual soil, which is present as a red-brown
gravelly clay.
Further outcrops of bedded arenite occur to the south of the large tree – see Plates 8 to 10.
A further tree is present close to the batter crest as shown in Plate 10. The batter angles in
this section of the cut are at about 65 degrees.
5.2.3 Section 12 (refer attached drawing REE-TFR-GT-005)
The existing cutting on the south side of Top Forestry Road immediately west of the junction
with Old Ceylon Road is about 120 m in length. The photographic record comprises Plates
26 to 38, and photos are annotated with observations on height and batter angle. Along this
section, slope heights are up to about 2.5 m, and the typical batter angle is 45 degrees.
1 As shown on Lambert and Rehbein drawing B14101-SK-004 Rev A and B14101-SK-005 Rev B
2
As shown on Lambert and Rehbein drawing B14101-SK-004 Rev A and B14101-SK-006 Rev A
File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 4 of 7
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Ground conditions comprise a layer of residual soil overlying weathered argillite. Tree roots
are assisting stability within the residual soil layer (see Plates 33 and 34). Undercutting and
minor slumping has occurred in places (see Plates 27 and 37).
6.0 Laboratory Testing
Selected samples collected from the field were delivered to a local NATA accredited
laboratory (Geotech (SC) Pty Ltd) for testing. Table 2 below provides a summary of
laboratory test results. Detailed test certificates are present in Appendix C.
Table 2: Summary of Laboratory Test Results
Auger Depth Material PI LS Particle Size Distribution 4 Day Soaked CBR
Hole No. (m) Type (%) (%) Compacted CBR
(silt/clay)
Dry Density Value
Gravel
Fines
Sand
Ratio (%)
%
%
%
AH15-02 0.0- B-C 14 7.5 52 29 19 100% Std 20.0
0.125
Combined* 0.0-0.07 B-C - - 50 30 20 100% Std 19.0
/0.13
AH15-02 0.2-0.9 S/G - - 23 20 57 100% Std 13.0
AH15-06 0.03-0.7 S/G 22 9.5 19 19 62 100% Std 11.0
Notes: B-C = Base-Course; S/G = Subgrade, PI = Plasticity Index, LS = Linear Shrinkage
* Combined sample – AH15-01 0-0.065 m; AH15-03 0-0.11 m; AH15-04 0.0-0.1 m;
AH15-05 0-0.13 m
7.0 Engineering Comments and Recommendations
7. 1 Pavement Design
Results of the auger hole investigation indicate that the base-course/running surface is
typically similar in composition along the length of the proposed upgrade section. Materials
typically comprise a mixture of gravel and sand (~80%) and clay/silt fines (~20%) and
produced 4 day soaked CBR values of 19% and 20%. This layer appears to be well
compacted however the thickness is variable and extremely thin at some locations (i.e. <100
mm in 3 of 7 locations). Rock fragments within the layer generally appear to be strong. The
percentage of fines in the tested samples exceeds that which would usually be considered
acceptable for a base-course material (typically limited to a maximum of 5-10% fines).
Although details regarding design axle loads and number of repetitions are unknown, it is
suggested that due to the variability in thickness of this layer, it should be neglected in the
design considerations for the pavement and the CBR value of the underlying soil (residual
and/or fill) should be used in design of the new pavement subgrade.
Subgrade materials underlying the base-course typically comprise gravelly sandy clays of
either fill or residual soil origin. The fill appears to have originated from on-site cut-to-fill
being generally similar to the residual soils on-site. Investigation results suggest similar
composition of subgrade materials along the length of the pavement section to be upgraded.
Laboratory results for two samples tested produced 4 day soaked CBR values of 11% and
13%. Based on these results and the consistency of the subgrade materials encountered it
is suggested that a maximum design CBR value of 11% be used for design purposes.
File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 5 of 7
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Design should incorporate positive drainage to reduce the potential for water ponding on or adjacent to the roadway. Ponding of water could potentially give rise to saturation of fill materials and increase the risk of slope instability. 7. 2 Recommendations for Batter Re-Profiling It is understood that the proposed re-profiling of batters and reinstatement of the table drain will entail excavation and trimming of some of the existing cut faces along the length of the road upgrade. Based on observations made during the site walkover and summarised above, slope angles of 45 to 55 degrees as detailed on the L&R design drawings are considered appropriate and achievable provided that provision is made for a flatter batter (maximum 1 Vertical to 2 Horizontal) within the top layer of residual soil which is typically in the upper 1 m of the cut profile where slumping of these soils was evidenced on site. Alternatively, a bench could be formed at the interface between residual soil and weathered rock. Benching or battering in these upper soils will minimise maintenance issues and the likelihood of slumping material entering table drains. It should be recognised that the dense vegetation at the crest of existing batters is assisting stability, and that re-profiling will remove trees and shrubs, including some significant trees along the section shown on Drawing REE-TFR-004. Excavation and trimming of the rock batters may be undertaken using a medium excavator. An irregular finished profile could result where there is bedded material with medium strength rock and if encountered these areas may require some additional treatment to aid long term stability. The use of rock breakers may be beneficial in producing a more regular profile in these areas. The resulting re-profiled batters should be inspected by a geotechnical engineer, to advise on any remedial works (if required) to maintain stability. 8.0 Limitations The data and advice provided in this report relate only to this project and must be reviewed by a competent geotechnical engineer before using for any other purpose. Red Earth Engineering Pty Ltd (REE) accepts no responsibility for other use of the data. The advice provided in this report is based on information provided by Lambert & Rehbein Pty Ltd (L&R) and is not warranted in respect to the conditions that may be encountered across the site at other than the locations investigated. It is noted that ground conditions can vary between locations other than where observation, explorations and investigations have been made. REE accepts no responsibility for the accuracy of data (soil properties etc.) provided by others. REE also accepts no responsibility or liability for assessments made to provide indicative/preliminary results where site specific investigations have not been carried out. The assumptions used for such assessments have been clearly outlined and results are presented as a guide for L&R. Due to the inherent uncertainties in subsurface conditions (associated with natural and unnatural processes), changed or unanticipated subsurface conditions may occur that could affect the project cost/time and execution. REE does not accept responsibility for the consequences of unforeseen variances in the conditions and the requirements for the execution of the work. The subsurface and surface earthworks and excavations should be examined by a suitably qualified and experienced geotechnical engineer who shall confirm that the revealed ground File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 6 of 7
Page 10
conditions agree with the assumptions in this report and/or the design of the works. REE should be contacted should any unexpected changes in ground conditions be encountered that impact the execution of the earthworks or design of works. This report should not be altered, amended or abbreviated, issued in part or issued incomplete in any way without prior checking and approval by REE. REE accepts no responsibility for any circumstances that arise from the issue of the report that has been modified in anyway as outlined above. File: 150320 LAR Road Investigation Ridgewood Geotech 23042015_Rev1 Page 7 of 7
Page 11
REE-TFR-GT-005
A D
REE-TFR-GT-004 RO
ROAD CEYLON
BM: NAIL IN KERB
RL: 197.46
LD
O
Y
S TR
RE
FO
REE-TFR-GT-003
REE-TFR-GT-002
Gum
Stay
P
TO
LEGEND
AUGER HOLE LOCATIONS
AH15-04
BOREHOLE LOCATIONS AND KEY PLAN 0 50 100 150 200m
SCALE 1:1000
SCALE 1:5000 (A3)
Client Scale Drawn Date Project
AS SHOWN RED EARTH A WERTHMANN APR 2015 TOP FORESTRY ROAD - WIDENING
Datum Designed Date Title
ENGINEERING B COLLINS APR 2015 GEOTECHNICAL INVESTIGATION
5/414 Upper Roma Street Checked Date BOREHOLE LOCATIONS AND KEY PLAN
120 WICKHAM STREET Brisbane QLD 4000 D MORRISON APR 2015 SHEET 1 OF 5
This drawing is copyright and the property
FORTITUDE VALLEY QLD 4006 of the author and must not be retained, [email protected] Approved Date Project No. Drawing No. Revision
0 20/04/15 PRELIMINARY - FOR INTERNAL REVIEW ADW BC DM DM
Revision Date Revision Description Drawn Design Checked
copied or used without the authority of
RED EARTH ENGINEERING PTY LTD
www.redearthengineering.com.au D MORRISON APR 2015 A3 150320 REE-TFR-GT-001 0
Page 12
433
MCH409
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LEGEND
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TO
AUGER HOLE LOCATIONS
RP810710
AH15-04
PHOTO PLATE LOCATION AND
DIRECTION
25
0 10 20 30 40m
PHOTO AND BOREHOLE LOCATION PLAN
SCALE 1:1000
SCALE 1:1000 (A3)
Client Scale Drawn Date Project
AS SHOWN RED EARTH A WERTHMANN APR 2015 TOP FORESTRY ROAD - WIDENING
Datum Designed Date Title
ENGINEERING B COLLINS APR 2015 GEOTECHNICAL INVESTIGATION
5/414 Upper Roma Street Checked Date PHOTO LOCATIONS AND BOREHOLE LOCATIONS
120 WICKHAM STREET Brisbane QLD 4000 D MORRISON APR 2015 SHEET 2 OF 5
This drawing is copyright and the property
FORTITUDE VALLEY QLD 4006 of the author and must not be retained, [email protected] Approved Date Project No. Drawing No. Revision
0 20/04/15 PRELIMINARY - FOR INTERNAL REVIEW ADW BC DM DM
Revision Date Revision Description Drawn Design Checked
copied or used without the authority of
RED EARTH ENGINEERING PTY LTD
www.redearthengineering.com.au D MORRISON APR 2015 A3 150320 REE-TFR-GT-002 0
Page 13
1
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RP200506
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LEGEND
AUGER HOLE LOCATIONS
PHOTO AND BOREHOLE LOCATION PLAN AH15-04
SCALE 1:1000
PHOTO PLATE LOCATION AND
DIRECTION
25
0 10 20 30 40m
0 20/04/15 PRELIMINARY - FOR CLIENT REVIEW ADW BC DM DM SCALE 1:1000 (A3)
Revision Date Revision Description Drawn Design Checked
Client Scale Drawn Date Project
AS SHOWN
RED EARTH A WERTHMANN APR 2015 TOP FORESTRY ROAD - WIDENING
Datum Designed Date Title
ENGINEERING B COLLINS APR 2015 GEOTECHNICAL INVESTIGATION
120 WICKHAM STREET 5/414 Upper Roma Street Checked Date PHOTO AND BOREHOLE LOCATIONS
FORTITUDE VALLEY QLD 4006 Brisbane QLD 4000 D MORRISON APR 2015 SHEET 3 OF 5
This drawing is copyright and the property
of the author and must not be retained, [email protected] Approved Date Project No. Drawing No. Revision
copied or used without the authority of
RED EARTH ENGINEERING PTY LTD
www.redearthengineering.com.au D MORRISON APR 2015 A3 150320 REE-TFR-GT-003 0
Page 14
5
RP838769
ROAD
6
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RP838769
1
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RP200506
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LEGEND
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AUGER HOLE LOCATIONS
PHOTO AND BOREHOLE LOCATION PLAN AH15-04
SCALE 1:1000
PHOTO PLATE LOCATION AND
DIRECTION
25
0 10 20 30 40m
0 20/04/15 PRELIMINARY - FOR CLIENT REVIEW ADW BC DM DM SCALE 1:1000 (A3)
Revision Date Revision Description Drawn Design Checked
Client Scale Drawn Date Project
AS SHOWN
RED EARTH A WERTHMANN APR 2015 TOP FORESTRY ROAD - WIDENING
Datum Designed Date Title
ENGINEERING B COLLINS APR 2015 GEOTECHNICAL INVESTIGATION
120 WICKHAM STREET 5/414 Upper Roma Street Checked Date PHOTO AND BOREHOLE LOCATIONS
FORTITUDE VALLEY QLD 4006 Brisbane QLD 4000 D MORRISON APR 2015 SHEET 4 OF 5
This drawing is copyright and the property
of the author and must not be retained, [email protected] Approved Date Project No. Drawing No. Revision
copied or used without the authority of
RED EARTH ENGINEERING PTY LTD
www.redearthengineering.com.au D MORRISON APR 2015 A3 150320 REE-TFR-GT-004 0
Page 15
3
RP216712
2
RP187967
50
33 32
4.
31 30
20
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BM: NAIL IN KERB
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RL: 197.46
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RP181750 RP802272
LEGEND
AUGER HOLE LOCATIONS
D
AH15-04
OL
PHOTO PLATE LOCATION AND
DIRECTION
25
5
PHOTO AND BOREHOLE LOCATION PLAN RP802272 0 10 20 30 40m
SCALE 1:1000
SCALE 1:1000 (A3)
Client Scale Drawn Date Project
AS SHOWN RED EARTH A WERTHMANN APR 2015 TOP FORESTRY ROAD - WIDENING
Datum Designed Date Title
ENGINEERING B COLLINS APR 2015 GEOTECHNICAL INVESTIGATION
5/414 Upper Roma Street Checked Date PHOTO AND BOREHOLE LOCATIONS
120 WICKHAM STREET Brisbane QLD 4000 D MORRISON APR 2015 SHEET 5 OF 5
This drawing is copyright and the property
FORTITUDE VALLEY QLD 4006 of the author and must not be retained, [email protected] Approved Date Project No. Drawing No. Revision
0 20/04/15 PRELIMINARY - FOR INTERNAL REVIEW ADW BC DM DM
Revision Date Revision Description Drawn Design Checked
copied or used without the authority of
RED EARTH ENGINEERING PTY LTD
www.redearthengineering.com.au D MORRISON APR 2015 A3 150320 REE-TFR-GT-005 0
Page 16
@ Appendix A — Auger Hole Logs (AH15-01 to AH15-07)
Page 17
HOLE NO : AH15-01
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
D GC Clayey Sandy GRAVEL: Brown, fine to medium gravel. D D
Groundwater not Encountered
E
0.07m 0.07m
D WEATHERED ARGILLITE
0.20m
AD/T
M
1.00m
1.0
BOREHOLE AH15-01 TERMINATED AT 1.00 m
Backfilled with type 2.1 roadbase and cement
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 15:29
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-01 Page 1 OF 1
Page 18
HOLE NO : AH15-02
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
D GC Clayey Sandy GRAVEL FILL: Brown, fine to medium gravel. D D
Groundwater not Encountered
0.13m 0.13m
D CI-GC GRAVELLY SANDY CLAY/CLAYEY SANDY GRAVEL FILL: Brown, medium D St
0.20m 0.20m plasticity.
B CI Silty CLAY: Brown, medium plasticity. With some gravel, with some sand. D St
E
AD/T
0.90m 0.90m
WEATHERED ARGILLITE
1.0
M
1.50m
BOREHOLE AH15-02 TERMINATED AT 1.50 m
Backfilled with type 2.1 roadbase and cement
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 16:59
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-02 Page 1 OF 1
Page 19
HOLE NO : AH15-03
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
D GC Clayey Sandy GRAVEL FILL: Brown, fine to medium gravel. D D
Groundwater not Encountered
0.11m 0.11m
D CI Silty CLAY FILL: Brown, medium plasticity. With some gravel, with some sand. D H
E
AD/T
0.80m 0.80m
CI Silty CLAY: Dark brown, medium plasticity. D St 0.80: . slight organic odour
1.0
1.40m
WEATHERED ARGILLITE
M
1.50m
BOREHOLE AH15-03 TERMINATED AT 1.50 m
Backfilled with type 2.1 roadbase and cement
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 15:29
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-03 Page 1 OF 1
Page 20
HOLE NO : AH15-04
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
D GC Clayey Sandy GRAVEL FILL: Brown, fine to medium gravel. D D
Groundwater not Encountered
0.10m 0.10m
CI Silty CLAY FILL: Brown, medium plasticity. With some gravel, with some sand. D H
E
E
1.0
1.20m
CL Silty CLAY: Brown, low plasticity. D
1.30m
WEATHERED ARGILLITE
M
1.50m
BOREHOLE AH15-04 TERMINATED AT 1.50 m
Backfilled with type 2.1 roadbase and cement
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 15:29
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-04 Page 1 OF 1
Page 21
HOLE NO : AH15-05
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
D GC Clayey Sandy GRAVEL FILL: Brown, fine to medium gravel. D D
Groundwater not Encountered
0.13m 0.13m
CI Silty CLAY FILL: Red brown, medium plasticity. With some gravel, with some D VSt
sand.
0.30m
CL Sandy Silty CLAY: Brown/dark brown, low plasticity. D VSt
0.40m
CI Silty CLAY: Orange brown, medium plasticity. With some gravel, with some sand. D H
AD/T
E
1.00m
1.0
BOREHOLE AH15-05 TERMINATED AT 1.00 m
Backfilled with type 2.1 roadbase and cement
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 15:29
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-05 Page 1 OF 1
Page 22
HOLE NO : AH15-06
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
GC 0.03m
E
Clayey Sandy GRAVEL FILL: Brown, fine to medium gravel. D D
Groundwater not Encountered
B
CI Silty CLAY FILL: Red brown, medium plasticity. With some gravel, with some D VSt
sand.
0.70m
AD/T
E
1.0
1.50m
BOREHOLE AH15-06 TERMINATED AT 1.50 m
Backfilled with type 2.1 roadbase and cement
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 15:29
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-06 Page 1 OF 1
Page 23
HOLE NO : AH15-07
NON-CORE DRILL HOLE - GEOLOGICAL LOG FILE / JOB NO :
PROJECT : Road Widening SHEET : 1 OF 1
LOCATION : Top Forestry Road Ridgewood
POSITION : SURFACE ELEVATION : ANGLE FROM HORIZONTAL : 90°
RIG TYPE : MOUNTING : 4WD Utility CONTRACTOR : Contract Drilling DRILLER :
DATE STARTED : 1/4/15 DATE COMPLETED : 1/4/15 DATE LOGGED : 1/4/15 LOGGED BY : BPC CHECKED BY : DJM
DRILLING MATERIAL
CLASSIFICATION
FIELD TESTS
CONSISTENCY
PENETRATION
PROGRESS
GROUND WATER
SAMPLES &
DEPTH (m)
CONDITION
BACKFILL
GRAPHIC
MOISTURE
RELATIVE
DRILLING
DENSITY
MATERIAL DESCRIPTION
SYMBOL
LEVELS
STRUCTURE
LOG
LOG
& CASING
DRILLING
Soil Type, Colour, Plasticity or Particle Characteristic
WATER
& Other Observations
Secondary and Minor Components
0.0
GC Clayey Sandy GRAVEL: Brown, fine to medium gravel. D D
Groundwater not Encountered
E
AD/T
0.08m
CI Silty CLAY FILL: Red brown, medium plasticity. With some gravel, with some D VSt
E
0.15m sand.
BOREHOLE AH15-07 TERMINATED AT 0.15 m
Backfilled with type 2.1 roadbase and cement
1.0
REE_AGS 3_1_RTA 1_1_LIB_FIX.GLB Log RTA NON-CORE DRILL HOLE COOROY.GPJ <<DrawingFile>> 23/04/2015 15:29
2.0
3.0
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
RED EARTH ENGINEERING
File: AH15-07 Page 1 OF 1
Page 24
Appendix B — Geotechnical Terms and Symbols
Page 25
GEOTECHNICAL TERMS AND SYMBOLS
Introduction
This document is intended to provide assistance in the interpretation of the terms and symbols used
on the geological logs report sheets for non-cored and cored drill holes and excavations. Soil and
rock are described and classified using the preferred methods presented in Appendix A of AS 1726 -
1993 “Geotechnical site investigations”.
Soil Description
Soil properties are described in the field using visual and tactile methods. The following provides
further details of the descriptions shown on the geological logs.
CLASSIFICATION TERMS
Particle Size Plasticity Properties
Major
Sub Division Particle Size
Division
BOULDERS > 200 mm
COBBLES 63 to 200 mm
Coarse 20 to 63 mm
GRAVEL Medium 6.0 to 20 mm
Fine 2.0 to 6.0 mm
Coarse 0.6 to 2.0 mm
SAND Medium 0.2 to 0.6 mm
Fine 0.075 to 0.2 mm
SILT 0.002 to 0.075 mm
CLAY < 0.002 mm
CONSISTENCY TERMS – Cohesive Soils
Undrained Shear Field Guide
Term
Strength
Very Soft 0 to 12 kPa A thumb can be pushed well into the soil with little effort.
Soft 12 to 25 kPa Readily remoulded with finger pressure.
Firm 25 to 50 kPa Can be remoulded with significant finger pressure.
Cannot be remoulded by finger pressure but thumb can cause an indent in the soil
Stiff 50 to 100 kPa
surface.
Very Stiff 100 to 200 kPa Cannot be remoulded by finger pressure but thumb can mark the surface.
Hard Above 200 kPa The surface of the soil can only be indented by the thumb nail.
RELATIVE DENSITY TERMS - Non-cohesive Soils
Density Index SPT "N" Field Guide
Term
% Value
Very Loose Less than 15 0 to 4 Foot pressure leaves an indent in the soil surface.
Loose 15 to 35 4 to 10 Shovels easily.
Medium Dense 35 to 65 10 to 30 Shovelling difficult.
Dense 65 to 85 30 to 50 Pick required.
Very Dense Above 85 Above 50 Picking difficult.
Notes:
1. In the absence of test result, consistency and density are assessed based on the field guide.
2 SPT correlations are approximate only and should take into consideration the overburden pressure at the test depth and equipment
type.
Rev0, 20/09/2013
Page 26
GEOTECHNICAL TERMS AND SYMBOLS (cont’d)
SOIL MOISTURE TERMS
Term Description
Granular soil are cohesionless and free flowing.
Dry
Cohesive soils are hard, brittle or friable and powdery, moisture content well below plastic limit
Soils may feel cool and are darker than in the dry condition.
Moist Granular soils tend to cohere
Cohesive soils can be moulded
Soils may feel cool and are darker than in the dry condition and free water forms on hands when
handled.
Wet
Granular soils tend to cohere.
Cohesive soils usually weakened.
COLOUR TERMS
Soil colours are described in the moist condition using simple terms such as red, white, grey, black,
brown, orange, yellow, green and blue. These may be modified by the use of the term"pale" or
"dark" as necessary. Borderline colours may be described as a combination of these colours (e.g.
orange brown).
Rev0, 20/09/2013
Rev0, 20/09/2013
Rev0, 20/09/2013ev0, 20/09/2013
Page 27
GEOTECHNICAL TERMS AND SYMBOLS (cont’d)
Rock Description
Rock is generally described in the field using visual and tactile methods. The following provides
details of the descriptions shown on the geological logs.
ROCK STRENGTH CLASSIFICATION
Point Load
Symbol Term Strength Index Field Guide
Is(50) (MPa)
EL Extremely Low ≤ 0.03 Easily remoulded by hand to a material with soil properties
Material crumbles under firm blows with sharp end of pick; can be peeled with
VL Very Low > 0.03 to 0.1 knife; too hard to cut a triaxial sample by hand. Pieces up to 30 mm can be broken
by finger pressure.
Easily scored with a knife; indentations 1 mm to 3 mm show in the specimen with
firm blows of pick point; has dull sound under hammer. A piece of core 150 mm
L Low > 0.1 to 0.3
long by 50 mm diameter may be broken by hand. Sharp edges of core may be
friable and break during handling.
Readily scored with a knife; a piece of core 150 mm long by 50 mm diameter can
M Medium > 0.3 to 1
be broken by hand with difficulty.
A piece of core 150 mm long by 50 mm diameter cannot be broken by hand but
H High > 1 to 3 can be broken with pick with a single firm blow; rock rings under hammer.
Hand specimen breaks with pick after more than one blow; rock rings under
VH Very High > 3 to 10
hammer.
Specimen requires many blows with geological pick to break through intact
EH Extremely High > 10
material; rock rings under hammer.
Notes:
1. These terms refer to the strength of the rock material and not to the strength of the rock mass which may be
considerably weaker due to the effect of rock defects.
2. Anisotropy of rock material samples may affect the field assessment of strength.
3. Rock strength is determined based on the point load strength index test Is(50). The field guide is used when no tests are
available.
4. The point load strength index Is(50) test is described in Australian Standard AS 4133.4.1. The relationship between
Is(50) and UCS (unconfined compressive strength) will vary with rock type and strength, and should be
determined on a site specific basis. UCS values are often in the range 10 to 30 x Is(50).
5. Refer to “Symbols” to see how the point load strength index Is(50) test results are presented on the geological logs.
ROCK MATERIAL WEATHERING CLASSIFICATION
Symbol Term Field Guide
Soil developed on extremely weathered rock; the mass structure and substance fabric are
RS Residual Soil no longer evident; there is a large chance in volume but the soil has not been significantly
transported.
Rock is weathered to such an extent that it has ‘soil’ properties, i.e. it either disintegrates
EW Extremely Weathered or can be remoulded, in water.
Highly Rock strength usually changed by weathering. The rock may be highly discoloured usually
HW by iron staining. Porosity may be increased by leaching, or may be decreased due to
Distinctly Weathered
DW deposition of weathering products in pores. In some environments it is convenient to
Weathered Moderately subdivide into Highly Weathered and Moderately Weathered, with the degree of
MW
Weathered alteration typically less for MW.
SW Slightly Weathered Rock is slightly discoloured but shows little or no change of strength relative to fresh rock.
FR Fresh Rock shows no sign of decomposition or staining.
Notes:
1. Highly weathered - Rock material affected by weathering to the extent that limonite staining or bleaching affects the
whole of the rock material and/or other signs of chemical or physical decomposition are evident. Porosity and strength
may be increased or decreased compared to the fresh rock usually as a result of iron leaching or deposition. The colour
and texture of the original rock material may no longer be recognisable.
2. Moderately weathered - Rock material affected by weathering to the extent that staining extends throughout the
whole of the rock material and the original colour of the fresh rock may no longer be recognisable.
Rev0, 20/09/2013
Rev0, 20/09/2013
Rev0, 20/09/2013ev0, 20/09/2013
Page 28
GEOTECHNICAL TERMS AND SYMBOLS (cont’d)
Symbols Used on Soil and Rock Logs
WATER
Water level at date shown Partial water loss
Water inflow Complete water loss
GROUNDWATER NOT The observation of groundwater, whether present or not, was not possible due to drilling water,
OBSERVED surface seepage or cave in of the borehole/test pit.
The borehole/test pit was dry soon after excavation. However, groundwater could be present in
GROUNDWATER NOT
less permeable strata. Inflow may have been observed had the borehole/test pit been left open
ENCOUNTERED
for a longer period.
ROCK STRENGTH TEST RESULTS
● Point Load Strength Index, Is(50), Axial test (MPa)
○ Point Load Strength Index, Is(50), Diametral test (MPa)
□ Point Load Strength Index, Is(50), Irregular Lump or Block test (MPa)
Abbreviations Used on Soil and Rock Logs
DRILLING/EXCAVATION METHOD
AS Auger Screwing DT Diatube NQ3 Diameter Core - 45 mm
ADT Auger Drilling TC Bit E Excavator R Ripper
ADV Auger Drilling V-Bit EH Excavator with Hammer RR Rotary with Rock Roller
AT Air Track HA Hand Auger X Existing Excavation
B Bulldozer Blade HMLC Core Diameter 63 mm
BB Rotary Blade Bit HQ3 Core Diameter 61 mm
BH Backhoe Bucket N Natural Exposure
CT Cable Tool NMLC Core Diameter 52 mm
PENETRATION/EXCAVATION RESISTANCE
VE Very Easy – Rapid penetration possible with very little effort from the equipment used
E Easy – Excavation possible with little effort from the equipment used.
F Firm/Moderate – Excavation possible with moderate effort from the equipment used.
H High – High resistance to penetration/excavation with penetration only possible at a slow rate requiring significant
effort from the equipment used.
VH Very High – Practical or actual refusal to penetration/excavation with the equipment used.
These assessments are subjective and are dependent on many factors including the equipment power, weight, condition of
excavation or drilling tools, and the experience of the operator.
SAMPLES AND FIELD TESTS
SPT Standard Penetration Test to AS1289.6.3.1-1993
Example 1 SPT 1,4,6 N = 10 means 1,4 and 6 blows for consecutive 150 mm penetration and the N value is the sum of the
last 300mm of penetration following the first 150mm of seating penetration.
Example 2 SPT 25, 30/100 mm means where practical refusal occurs, the blows and penetration are recorded within the
refusal depth interval. The N value is recorded as N = R, where R indicates refusal.
RW Penetration occurred under the rod weight only
HW Penetration occurred under the SPT hammer and rod weight only
HB SPT hammer double bouncing on anvil
D Disturbed sample
B Bulk sample
BLK Block sample
C Core sample
ES Environmental soil sample
EW Environmental water sample
FP Field permeability test over section noted
Rev0, 20/09/2013
Rev0, 20/09/2013
Rev0, 20/09/2013ev0, 20/09/2013
Page 29
GEOTECHNICAL TERMS AND SYMBOLS (cont'd) Rabe kh edie) FV Field vane shear test expressed as uncorrected shear strength (sv = peak value, sr = residual value) JAR Glass jar sample for chemical/environmental testing P Piston sample PM Pressuremeter test over section noted PP Pocket penetrometer test expressed as instrument reading in kPa U50 Thin walled push tube sample with the number indicating the nominal diameter of the tube in millimetres WPT Water pressure testing SOIL CONSISTENCY/RELATIVE DENSITY/MOISTURE vs Very soft VL Very loose D Dry Soft L Loose M Moist F Firm MD Medium dense WwW Wet St Stiff D Dense vst Very stiff VD Very Dense H Hard ROCK DEFECT DESCRIPTIONS Type Infilling Roughness B Bedding parting CN Clean POL Polished cL Cleavage cT Coating (>=1 mm) RF Rough co Contact SN Stain s Smooth cs/CZ Crushed seam/zone VR Veneer (<1 mm) SL Slickensided DK Dyke Planarity Other DS/DZ Decomposed seam/zone CU Curved CA Calcite FC/FZ _ Fracture/Fracture zone IR Irregular Fe Iron oxide FL Foliation PL Planar KT Chlorite IS/IZ Infilled seam/zone ST Stepped Ms Secondary Mineral ST Joint UN Undulating MU Unidentified Mineral SH Schistosity Qz Quartz SS/SZ Shear seam/zone x Carbonaceous VN Vein Notes: 1. For vertical boreholes the dip of the defect is shown (i.e. inclination to the horizontal) ROCK CORE RECOVERY Length of core recovered TCR = Total Core Recovery (%) = —__————— x 100 Length of corerun . Z Length of cylindrical core recovered SCR = Solid Core Recovery (%) = — 100 Length of corerun . . | 2 Axial lengths of core > 100 mm RQD = Rock Quality Designation (%) = ———Tength of corerun x 100 Valued Expertise specialist solutions
Page 30
Appendix C - Laboratory Test Results
Page 31
Particle Size Distribution Report
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 1/1
Client Address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 8/04/2015
Project: Laboratory Testing Samples Supplied Order Number:
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101868 Sample Location
Date Sampled: 1/04/2015 AH15-02
Date Tested: 7/04/2015 Depth 0.2 - 0.9m
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site
For Use As: - Lot Number: -
Remarks: - Spec Number: -
A.S. Sieve Sizes Specification Percent Passing Specification
Minimum Maximum
Test Method: AS1289.3.6.1
75.0mm
63.0mm
53.0mm
37.5mm 100
26.5mm 99
19.0mm 99
16.0mm -
13.2mm 96
9.5mm 93
6.7mm 89
4.75mm 85
2.36mm 77
1.18mm 69
0.600mm 64
0.425mm 62
0.300mm 61
0.150mm 59
0.075mm 57
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP APSD-1-4
Mel Burnett
NATA Accred No:1551
Page 32
Particle Size Distribution Report
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 2/1
Client Address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 8/04/2015
Project: Laboratory Testing Samples Supplied Order Number:
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101870 Sample Location
Date Sampled: 1/04/2015 Combined Base Course Sample
Date Tested: 7/04/2015 AH15 (01,03,04,05)
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site
For Use As: - Lot Number: -
Remarks: - Spec Number: -
A.S. Sieve Sizes Specification Percent Passing Specification
Minimum Maximum
Test Method: AS1289.3.6.1
75.0mm
63.0mm
53.0mm
37.5mm 100
26.5mm 99
19.0mm 95
16.0mm -
13.2mm 88
9.5mm 79
6.7mm 71
4.75mm 62
2.36mm 50
1.18mm 40
0.600mm 34
0.425mm 30
0.300mm 28
0.150mm 24
0.075mm 20
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP APSD-1-4
Mel Burnett
NATA Accred No:1551
Page 33
Quality of Materials Report
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 3/1
Client Address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 9/04/2015
Project: Laboratory Testing Samples Supplied Order Number: -
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101867 Sample Location
Date Sampled: 1/04/2015 AH15-02
Date Tested: 7/04/2015 Depth 0.0 - 0.125m
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site Spec Description: -
For Use As: - Lot Number: -
Remarks: - Spec Number: -
A.S. Sieve Sizes Specification Percent Specification
Minimum Passing Maximum
Test Method: AS1289.3.6.1
75.00 mm
53.00 mm
37.50 mm 100
26.50 mm 99
19.00 mm 95
13.2 mm 87
9.50 mm 79
6.7 mm 70
4.75 mm 62
2.36 mm 48
1.18 mm 39
0.600 mm 32
0.425 mm 29
0.300 mm 27
0.150 mm 23
0.075 mm 19
Atterberg Tests Test Method Specification Result Specification
Minimum Maximum
Liquid Limit (%) AS 1289.3.1.1 30
Plastic Limit (%) AS1289.3.2.1 16
Plasticity Index AS1289.3.3.1 14
Linear Shrinkage (%) AS1289.3.4.1 7.5
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP AQUAL-1-7
Mel Burnett
NATA Accred No:1551
Page 34
Quality of Materials Report
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 4/1
Client Address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 9/04/2015
Project: Laboratory Testing Samples Supplied Order Number: -
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101869 Sample Location
Date Sampled: 1/04/2015 AH15-06
Date Tested: 7/04/2015 Depth 0.03 - 0.7m
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site Spec Description: -
For Use As: - Lot Number: -
Remarks: - Spec Number: -
A.S. Sieve Sizes Specification Percent Specification
Minimum Passing Maximum
Test Method: AS1289.3.6.1
75.00 mm
53.00 mm
37.50 mm 100
26.50 mm 99
19.00 mm 99
13.2 mm 94
9.50 mm 91
6.7 mm 87
4.75 mm 84
2.36 mm 81
1.18 mm 74
0.600 mm 70
0.425 mm 68
0.300 mm 67
0.150 mm 64
0.075 mm 62
Atterberg Tests Test Method Specification Result Specification
Minimum Maximum
Liquid Limit (%) AS 1289.3.1.1 45
Plastic Limit (%) AS1289.3.2.1 23
Plasticity Index AS1289.3.3.1 22
Linear Shrinkage (%) AS1289.3.4.1 9.5
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP AQUAL-1-7
Mel Burnett
NATA Accred No:1551
Page 35
California Bearing Ratio Report (1 Point)
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 5/1
Client address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 13/04/2015
Project: Laboratory Testing Samples Supplied Order Number:
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101869 Sample Location
Date Sampled: 1/04/2015 AH15-06
Date Tested: 13/04/2015 Depth 0.03 - 0.7m
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: Curing Time:7 Days Item Number : -
Maximum Dry Density - MDD (t/m³) : 1.666 Dry Density after Soak (t/m³) : 1.653
Optimum Moisture Content - OMC (%) : 20.4 Moisture Content after Soak (%) : 23.3
Compactive Effort : Standard Density Ratio after Soak (%) : 99
Nominated % Maximum Dry Density
Compaction : 100 Field Moisture Content (%) : 14.3
Nominated % Optimum Moisture Content Moisture Content (Top) after Penetration
Compaction : 100 (%) : -
Moisture Content (Total) after Penetration
Achieved Dry Density before Soak (t/m³) : 1.669 (%) : -
Achieved Percentage of Maximum Dry Density
(%) : 100 CBR 2.5mm (%) : 8
Achieved Moisture Content (%) : 20.4 CBR 5.0mm (%) : 11
Achieved Percentage of Optimum Moisture
Content (%) : 100 Minimum Specified CBR Value (%) : -
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) : Soaked / 4 days
CBR Value (%) : 11.0
Swell (%) / Surcharge (kg): 1.0 / 4.5 kg
Soil Description : Gravelly Sandy Clay(CI)-medium plasicity,red brown,fine to coarse sand/gravel
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP ACBR_1_3-3
Mel Burnett
NATA Accred No:1551
Page 36
California Bearing Ratio Report (1 Point)
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 6/1
Client address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 13/04/2015
Project: Laboratory Testing Samples Supplied Order Number:
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101870 Sample Location
Date Sampled: 1/04/2015 Combined Base Course Sample
Date Tested: 13/04/2015 AH15 (01,03,04,05)
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: Curing Time:7 Days Item Number : -
Maximum Dry Density - MDD (t/m³) : 2.050 Dry Density after Soak (t/m³) : 2.048
Optimum Moisture Content - OMC (%) : 9.8 Moisture Content after Soak (%) : 10.4
Compactive Effort : Standard Density Ratio after Soak (%) : 100
Nominated % Maximum Dry Density
Compaction : 100 Field Moisture Content (%) : 6.6
Nominated % Optimum Moisture Content Moisture Content (Top) after Penetration
Compaction : 100 (%) : -
Moisture Content (Total) after Penetration
Achieved Dry Density before Soak (t/m³) : 2.049 (%) : -
Achieved Percentage of Maximum Dry Density
(%) : 100 CBR 2.5mm (%) : 14
Achieved Moisture Content (%) : 9.6 CBR 5.0mm (%) : 19
Achieved Percentage of Optimum Moisture
Content (%) : 98 Minimum Specified CBR Value (%) : -
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) : Soaked / 4 days
CBR Value (%) : 19.0
Swell (%) / Surcharge (kg): 0.1 / 4.5 kg
Soil Description : Clayey Sandy Gravel(GW)-fine to coarse sized,brown,low to med plasticity fines
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP ACBR_1_3-3
Mel Burnett
NATA Accred No:1551
Page 37
California Bearing Ratio Report (1 Point)
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 7/1
Client address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 13/04/2015
Project: Laboratory Testing Samples Supplied Order Number:
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101867 Sample Location
Date Sampled: 1/04/2015 AH15-02
Date Tested: 13/04/2015 Depth 0.0 - 0.125m
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: Curing Time:7 Days Item Number : -
Maximum Dry Density - MDD (t/m³) : 2.071 Dry Density after Soak (t/m³) : 2.079
Optimum Moisture Content - OMC (%) : 9.0 Moisture Content after Soak (%) : 9.8
Compactive Effort : Standard Density Ratio after Soak (%) : 100
Nominated % Maximum Dry Density
Compaction : 100 Field Moisture Content (%) : 6.7
Nominated % Optimum Moisture Content Moisture Content (Top) after Penetration
Compaction : 100 (%) : -
Moisture Content (Total) after Penetration
Achieved Dry Density before Soak (t/m³) : 2.079 (%) : -
Achieved Percentage of Maximum Dry Density
(%) : 100 CBR 2.5mm (%) : 15
Achieved Moisture Content (%) : 9.0 CBR 5.0mm (%) : 20
Achieved Percentage of Optimum Moisture
Content (%) : 100 Minimum Specified CBR Value (%) : -
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) : Soaked / 4 days
CBR Value (%) : 20.0
Swell (%) / Surcharge (kg): 0.0 / 4.5 kg
Soil Description : Clayey Sandy Gravel(GW)-fine to coarse sized,brown,low to medium plasticity fines
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP ACBR_1_3-3
Mel Burnett
NATA Accred No:1551
Page 38
California Bearing Ratio Report (1 Point)
Client: Red Earth Engineering Pty Ltd Report Number: G15024 - 8/1
Client address: PO Box 256 Carina QLD 4152
Job Number: G15024 Report Date: 13/04/2015
Project: Laboratory Testing Samples Supplied Order Number:
Location Top Forestry Road , Via Cooroy Page 1 of 1
Lab No: 101868 Sample Location
Date Sampled: 1/04/2015 AH15-02
Date Tested: 13/04/2015 Depth 0.2 - 0.9m
Sampled By: Client Supplied 02/04/15
Sample Method: N/A
Material Source: Site Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: Curing Time:7 Days Item Number : -
Maximum Dry Density - MDD (t/m³) : 1.666 Dry Density after Soak (t/m³) : 1.651
Optimum Moisture Content - OMC (%) : 19.2 Moisture Content after Soak (%) : 21.6
Compactive Effort : Standard Density Ratio after Soak (%) : 99
Nominated % Maximum Dry Density
Compaction : 100 Field Moisture Content (%) : 11.4
Nominated % Optimum Moisture Content Moisture Content (Top) after Penetration
Compaction : 100 (%) : -
Moisture Content (Total) after Penetration
Achieved Dry Density before Soak (t/m³) : 1.661 (%) : -
Achieved Percentage of Maximum Dry Density
(%) : 100 CBR 2.5mm (%) : 12
Achieved Moisture Content (%) : 19.2 CBR 5.0mm (%) : 13
Achieved Percentage of Optimum Moisture
Content (%) : 100 Minimum Specified CBR Value (%) : -
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) : Soaked / 4 days
CBR Value (%) : 13.0
Swell (%) / Surcharge (kg): 0.6 / 4.5 kg
Soil Description : Gravelly Sandy Clay(CI)-medium plasticity,brown/orange brown,fine to medium sand/gravel
Approved Signatory Form Number
Accredited for compliance with ISO/IEC 17025
REP ACBR_1_3-3
Mel Burnett
NATA Accred No:1551
Page 39
Appendix D — Photographic Plates 1 to 38
Page 40
Section6 Plate12_ EastEndofCut
Page 41
Section6 Plate13_ 2mhigh_45degrees
Page 42
Section6 Plate14 2mhigh 45to70degrees
Page 43
Section6 Plate15 3.5mhigh_65degrees
Page 44
Section6 Plate16 3mhigh_65degrees
Page 45
Section6 Plate17_4mhigh_65degrees
Page 46
Section6 Plate18 3mhigh_60degrees
Page 47
Section6 Plate19 3mhigh_60degrees
Page 48
Section6 Plate20_3mhigh_60degrees UndercutZone
Page 49
Section6 Plate21_2mhigh_60degrees_UndercutZone
Page 50
Section6 Plate22 2mhigh_45degrees
Page 51
Section6 Plate23_ 3mhigh_UndercutZones
Page 52
Section6 Plate24 2mhigh_45degreesWestEnd
Page 53
Section6 Plate25 WestEnd
Page 54
Section5 Plate11 Minor Cut
Page 55
Section3 PlateO1_65degreesFoliated
Page 56
Section3_Plate02
Page 57
Section3_Plate03
Page 58
Section3_Plate04 Closeup
Page 59
p Section3_ Plate05 TreeAboveRockoutcro
Page 60
Section3 Plate06 85degreeslope_UndercutaboveLowStrengthRockFoliation 50 to 150mm
Page 61
Section3_ PlateO7_85degreeslope_ 3mheight_Foliation 50 to 150mm
Page 62
Section3_ Plate08 SouthEndofCut
Page 63
Section3 Plate09_ EastEndofCut
Page 64
Section3_ Plate10 GeneralViewofCut
Page 65
Sectioni Plate26 EastEnd_2.5m_45degrees
Page 66
Section1 Plate27_Undercutting2.5m_45degrees
Page 67
grees Section1 Plate28 2.5m_45de
Page 68
grees Section1 Plate29 2.5m_45de
Page 69
Section1 Plate30_FoliatedRock
Page 70
Section1 Plate31_FoliatedRock
Page 71
Sectioni_Plate32_MinorRotationalSlip
Page 72
ing Section1 Plate33_Undercutt
Page 73
FoliatedRock ion 7 perSect Section1 Plate34 Stee
Page 74
FoliatedRock a grees Section1 Plate35 60de
Page 75
in n \ a Sr has aa Section1 Plate36_WestEnd
Page 76
Sectioni Plate37_WestEndlookingEast
Page 77
Sectioni_Plate38_ WestEndRockOutcropTreeRoots