GEOTECHNICAL INVESTIGATION
PROPOSED FOOTBRIDGE OVER EXISTING
TRACK
Motoring South West
Distribution Record:
Revision Reviewed By Date Issued Purpose of Issue Issued To
A SM 10/01/2019 Draft for comments Steve Brake
Prepared by: Greg Tomasini
Signed:
Date: 10 January 2019
WML Name: Collie Motorplex Footbridge Additional GI
WML Project No: 8318
Date: 10 January 2019 Page i Report Name: 8318-G-R-001.docx
About your geotechnical investigation and report………….
A geotechnical investigation is planned and conducted solely for the intended recipient of the report and for the purposes stated in the report. The report should not be reproduced in whole or part without agreement of WML Consultants.
A geotechnical investigation is planned and conducted based upon the information about the site and proposed works that is made available to WML Consultants, as stated in the report. A geotechnical investigation typically includes investigation and testing at a few isolated locations. The choice of the locations is usually made by the author having consideration for the nature of the site and proposed works. Conditions for the remainder of the site are necessarily extrapolated from the conditions observed at the locations investigated. Thus the report will contain a mixture of facts, interpretation and professional judgement. Facts will usually be confined to a description of the fieldwork carried out, the observations made and any results of laboratory testing. However, field notes and logs contain estimates of conditions observed at the time, and may differ from the results obtained from subsequent laboratory testing of samples. Other comments and conclusions should be considered as interpretation and professional judgement, unless specifically stated otherwise.
As the nature of geotechnical conditions is so variable WML Consultants accepts no liability or responsibility for the conditions encountered beyond the limits of our investigation. Such conditions may exist between test locations or in deeper strata than observed than can reasonably be interpreted from the limited extent of this investigation.
For various reasons (e.g. seasonal effects), the site conditions encountered during construction may differ from those observed or extrapolated from the initial investigation. In this instance the recommendations in the geotechnical report may not be appropriate and it is strongly recommended WML Consultants be requested to inspect the different conditions, review the initial report and provide follow-up advice. Unless specifically allowed for in the brief, the follow-up review will attract an additional fee.
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
CONTENTS
1 INTRODUCTION ...... 3 2 SITE SETTING ...... 3
2.1 SITE LOCATION AND DESCRIPTION ...... 3 2.2 GEOLOGY ...... 4 3 GROUND INVESTIGATION ...... 4
3.1 SERVICE LOCATION ...... 4 3.2 FIELDWORK ...... 4 4 CPT ANALYSIS ...... 4 5 FINDINGS AND RECOMMENDATIONS...... 5
5.1 SUB-SURFACE PROFILE ...... 5 5.2 DESIGN PARAMETERS ...... 6 5.3 SITE PREPARATION ...... 6 5.4 SAFETY IN DESIGN ...... 7 6 REFERENCES ...... 7
APPENDIX A
SITE INVESTIGATION MAP APPENDIX B
SOIL LOGS APPENDIX C
PREVIOUS REPORT
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
1 INTRODUCTION
Previously Calibre Consulting on behalf of their client, Motoring Southwest, requested a geotechnical investigation for a proposed footbridge over the existing track. The purpose of the investigation was to ascertain the subsurface profile, soil strength, bearing capacity and possible settlement at the site. WML undertook the following scope of work as part of that appointment:
• 4 machine excavated test pits to approximately 2m depth • 4 CPTs to 6m or refusal • Logging of boreholes and collecting of samples • Sampling of representative subgrade materials for laboratory testing. • Taking notes and photographs of the site.
A report (7524-G-R-001) presenting the findings of the previous investigation is attached.
Since the previous report was issued the footbridge has been moved approximately 25 meters from the original position and as such WML was appointed to undertake a follow-up geotechnical investigation with the same purpose at the new location. The scope of works for the new locations included the following:
• 2 machine excavated test pits to approximately 2m depth • 2 CPTs to 6m or refusal • Logging of boreholes • Taking notes and photographs of the site
This report presents the findings of the investigation.
2 SITE SETTING 2.1 Site Location and Description The Motorplex is located approximately 15 km southeast of Collie. The Motorplex will undergo development including the construction of a pedestrian footbridge over the race track, located near to the existing control tower. Investigation is required at the two foundation locations. It is assumed the bridge will be founded on spread footings. An image of the proposed bridge is shown below:
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
2.2 Geology The near surface ground conditions are relevant to the bridge foundations and an appropriate investigation technique (discussed further in Section 3). The general sub-surface geology at the site consists of: • 0-3m depth: superficial sand, gravel and cap rock. • 3-30m depth: Nakina Formation (weakly cemented sandstone and claystone with a laterite hard cap). The 1:50,000 scale geological map places the site upon ‘Sand’ and states that the area has been affected by mining activities.
3 GROUND INVESTIGATION 3.1 Service Location A “Dial before You Dig” search for services was carried out before any excavation occurred. Power and telecommunications services were found to be servicing the Motorplex however they were not located in the vicinity of the work area. Electrical services were present for the start line timing equipment however these were also not in the immediate work area.
3.2 Fieldwork The fieldwork was carried out on 7th January 2019 by an engineer from WML. The fieldwork consisted of the following works.
• 2 machine excavated test pits to approximately 2m depth. • 2 CPTs
GPS location and photographs were also taken of the site. The locations of the test pits are shown on Drawing 8318-G-001 with the test pit logs presented in the Appendices.
4 CPT ANALYSIS CPT analysis was undertaken at 2 locations on site. CPT 1 and 2 were progressed to the target depth of 6m. The analysis of CPT1 and CPT 2 are shown below.
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
Figure 1: CPT 1 Figure 2: CPT 2
5 FINDINGS AND RECOMMENDATIONS 5.1 Sub-Surface Profile TP1 located at Abutment 1:
• GRAVELLY, SILTY SAND 0 - 0.65m – Some cementation was present in the material. • ASPHALT SEAL - 0.65 – 0.7m – Old haul road seal • SANDY GRAVEL – 0.7 - 1.25m – Haul road basecourse material • SILTY SAND – 1.25 – 1.9m – Very dense material
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
TP2 located at Abutment 2:
• SILTY SAND TOPSOIL - 0 - 0.15m – Grass and roots present. • SANDY GRAVEL – 0.15 - 0.35m – Old gravel basecourse material • SILTY SAND – 0.35 – 0.45m • GRAVELLY SAND – 0.45 – 0.9m • SILTY SAND – 0.9+m – Very dense material
5.2 Design Parameters
Abutment 1: 0 to1.3m Abutment 2: 0 to 2.0m
Medium Dense Clayey / Silty Sand and Sandy Silt Fill
Parameter Design Value
E (Young’s modulus) 25 MPa
Φ (angle of internal friction) 32°
Cu (cohesion) 0 kPa
g (unit weight) 18 kN/m3
Abutment 1: 1.3 to 6.0m Abutment 2: 2.0 to 6.0m
Very Stiff/Dense Soils
Parameter Design Value
E (Young’s modulus) 50 MPa
Φ (angle of internal friction) 36°
Cu (cohesion) 0 kPa
g (unit weight) 18 kN/m3
5.3 Site Preparation The existing in-situ material is well compacted. If existing material is over excavated and needs to be replaced then compaction of placed material will be required.
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
5.4 Safety in Design This project has design elements, however these elements are considered rudimentary with the associated risks and hazards being widely known and understood. Any competent person carrying out this type of work should be aware of these hazards and apply standard industry practices to mitigate the risks.
Yours faithfully,
Greg Tomasini Simon Maris Civil Engineer Senior Geotechnical Engineer Author Reviewer
For and on behalf of WML Consultants Pty Ltd
6 REFERENCES
1. Geological Series Map 1:50,000 Scale ‘Collie’
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
APPENDIX A
SITE INVESTIGATION MAP
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
APPENDIX B
SOIL LOGS
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
TRIAL PIT: TP 1 SHEET: 1 OF 1
CLIENT: Calibre CONTRACTOR: WML Consultants LOGGED: GT
PROJECT: Collie Motorplex Geotech Investigation MACHINE: Excavator LOGGED DATE: 07/01/2019
LOCATION: Collie Motorplex CO-ORD SYSTEM: MGA94 Zone 50 SURFACE RL:
JOB NO.: 8318 POSITION: CHAINAGE:
SAMPLES OR SOIL/ROCK MATERIAL DESCRIPTION
FIELD TEST LOG WATER SYMBOL GRAPHIC DEPTH (m) DEPTH CLASSIFICATION
Dry, pale brown, dense, fine to coarse grained, gravelly silty SAND. SM
Dry, cream mottled red, dense, fine to medium grained, silty SAND. Slightly cemented.
SM
0.5
STONE SEAL Dry, orange brown, dense, fine to coarse, sandy GRAVEL. Old haul road basecourse.
GW 1.0 Not Encountered Not
Dry, cream, dense, fine to medium grained, silty SAND.
1.5
SP
Hole Terminated at 1.90 m Target depth 2.0 WML1.08.GLB LogLIB 08/01/2019 WML8318 <
CLIENT: Calibre CONTRACTOR: WML Consultants LOGGED: GT
PROJECT: Collie Motorplex Geotech Investigation MACHINE: Excavator LOGGED DATE: 07/01/2019
LOCATION: Collie Motorplex CO-ORD SYSTEM: MGA94 Zone 50 SURFACE RL:
JOB NO.: 8318 POSITION: CHAINAGE:
SAMPLES OR SOIL/ROCK MATERIAL DESCRIPTION
FIELD TEST LOG WATER SYMBOL GRAPHIC DEPTH (m) DEPTH CLASSIFICATION
Dry, dark brown black, loose, fine to coarse grained, silty SAND. SM
Dry, orange brown, dense, fine to coarse, sandy GRAVEL with a trace of clay. Possible old gravel hardstand. GW
Dry, pale white mottled black, dense, fine to medium grained, silty SAND. SM
0.5 Dry, pale orange, medium dense, fine to coarse grained, gravelly SAND. Not Encountered Not
SW
Hole Terminated at 0.90 m Target depth 1.0
1.5
2.0 WML1.08.GLB LogLIB 08/01/2019 WML8318 <
APPENDIX C
PREVIOUS REPORT
Date: 10 January 2019 Report Name: 8318-G-R-001.docx
GEOTECHNICAL INVESTIGATION
PROPOSED FOOTBRIDGE OVER EXISTING
TRACK
Motoring South West
Distribution Record:
Revision Reviewed By Date Issued Purpose of Issue Issued To
A PAF 5/5/2017 Draft for comments Steve Brake
Prepared by: Greg Tomasini
Signed:
Date: 5 May 2017
WML Name: Collie Motorplex Footbridge GI
WML Project No: 7524
Date: 5 May 2017 Page i Report Name: 7524-G-R-001-A.docx
About your geotechnical investigation and report………….
A geotechnical investigation is planned and conducted solely for the intended recipient of the report and for the purposes stated in the report. The report should not be reproduced in whole or part without agreement of WML Consultants.
A geotechnical investigation is planned and conducted based upon the information about the site and proposed works that is made available to WML Consultants, as stated in the report. A geotechnical investigation typically includes investigation and testing at a few isolated locations. The choice of the locations is usually made by the author having consideration for the nature of the site and proposed works. Conditions for the remainder of the site are necessarily extrapolated from the conditions observed at the locations investigated. Thus the report will contain a mixture of facts, interpretation and professional judgement. Facts will usually be confined to a description of the fieldwork carried out, the observations made and any results of laboratory testing. However, field notes and logs contain estimates of conditions observed at the time, and may differ from the results obtained from subsequent laboratory testing of samples. Other comments and conclusions should be considered as interpretation and professional judgement, unless specifically stated otherwise.
As the nature of geotechnical conditions is so variable WML Consultants accepts no liability or responsibility for the conditions encountered beyond the limits of our investigation. Such conditions may exist between test locations or in deeper strata than observed than can reasonably be interpreted from the limited extent of this investigation.
For various reasons (e.g. seasonal effects), the site conditions encountered during construction may differ from those observed or extrapolated from the initial investigation. In this instance the recommendations in the geotechnical report may not be appropriate and it is strongly recommended WML Consultants be requested to inspect the different conditions, review the initial report and provide follow-up advice. Unless specifically allowed for in the brief, the follow-up review will attract an additional fee.
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
CONTENTS
1 INTRODUCTION ...... 3 2 SITE SETTING ...... 3
2.1 SITE LOCATION AND DESCRIPTION ...... 3 2.2 GEOLOGY ...... 3 3 GROUND INVESTIGATION ...... 3
3.1 SERVICE LOCATION ...... 3 3.2 FIELDWORK ...... 3 4 LABORATORY TESTING ...... 4
4.1 ASS FIELD TESTING ...... ERROR! BOOKMARK NOT DEFINED. 4.2 SPOCAS TESTING ...... ERROR! BOOKMARK NOT DEFINED. 5 FINDINGS OF INVESTIGATION ...... 5
5.1 SUB-SURFACE PROFILE ...... 5 6 RECOMMENDATIONS ...... ERROR! BOOKMARK NOT DEFINED.
6.1 PAVEMENT DESIGN ...... ERROR! BOOKMARK NOT DEFINED. 6.2 ACID SULFATE SOILS ...... 6 6.3 SITE PREPARATION ...... ERROR! BOOKMARK NOT DEFINED. 7 SAFETY IN DESIGN ...... ERROR! BOOKMARK NOT DEFINED. 8 REFERENCES ...... 7 APPENDIX A
SITE INVESTIGATION MAP APPENDIX B
SOIL LOGS APPENDIX C
GEOTECHNICAL LABORATORY TEST RESULTS + CPT RESULTS
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
1 INTRODUCTION
Calibre Consulting on behalf of their client, Motoring Southwest, requested a geotechnical investigation for a proposed footbridge over the existing track. The purpose of the investigation was to ascertain the subsurface profile, soil strength, bearing capacity and possible settlement at the site.
The proposed scope of work consisted of:
• 4 machine excavated test pits to approximately 2m depth • 4 CPTs to 6m or refusal • Logging of boreholes and collecting of samples • Sampling of representative subgrade materials for laboratory testing. • Taking notes and photographs of the site.
This report presents the findings of the investigation.
2 SITE SETTING 2.1 Site Location and Description The Motorplex is located approximately 15km southeast of Collie. The Motorplex will undergo development including the construction of a pedestrian footbridge over the race track, located near to the existing control tower. Investigation is required at four locations. It is assumed the bridge will be founded on spread footings. 2.2 Geology The near surface ground conditions are relevant to the bridge foundations and an appropriate investigation technique (discussed further in Section 3). The general sub-surface geology at the site consists of: • 0-3m depth: superficial sand, gravel and cap rock. • 3-30m depth: Nakina Formation (weakly cemented sandstone and claystone with a laterite hard cap). The 1:50,000 scale geological map places the site upon ‘Sand’ and states that the area has been affected by mining activities.
3 GROUND INVESTIGATION 3.1 Service Location A “Dial before You Dig” search for services was carried out before any excavation occurred. Power and telecommunications services were found to be servicing the Motorplex however they were not located in the vicinity of the work area. Electrical services were present for the start line timing equipment however these were also not in the immediate work area.
3.2 Fieldwork The fieldwork was carried out on 24th March 2017 by an engineer from WML. The fieldwork consisted of the following works. One CPT and test pit was unable to be undertaken due to unknown services on the inside of the track area.
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
• 3 machine excavated test pits to approximately 2m depth. • 3 CPTs
The sampling of representative materials, GPS location and photographs were also taken of the site. The locations of the test pits are shown on Drawing 7485-G-001 with the test pit logs presented in Appendix A.
4 LABORATORY TESTING AND ANALYSIS 4.1 PSD Testing Samples of representative material were submitted to Civitest Australia, a NATA accredited laboratory for Particle Size Distribution (PSD) Testing. The test results are summarised below with the certificates attached at the end of this report in Appendix C:
Table 1: Laboratory Testing Summary
PSD Atterberg’s Depth Location Test Fines Sand Gravel PI LS (m) (%) (%) (%) (%) (%)
TP1 1.5 PSD 29 60 11 15 6.5
TP3 0.8 PSD 17 68 15 12 4.5 Note: PSD – Particle Size Distribution; PI – Plasticity Index; LS – Linear Shrinkage;
4.2 CPT Analysis CPT analysis was undertaken at 3 locations on site. CPT 1 and 3 were progressed to full target depth while CPT 2 refused after pushing a dummy probe down to 1m. The analysis of CPT1 and CPT 3 are shown below.
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
Figure 1: CPT 1 Figure 2: CPT 3
5 FINDINGS AND RECOMMENDATIONS 5.1 Sub-Surface Profile The site was consistent in soil profile
1. SANDY CLAY – Dry to moist, orange, very stiff, fine to coarse grained, low plasticity clay. Some cementation was present in the material.
A 400mm gravel layer was found in TP 2 which may have been a part of an old haul road. A CPT attempt refused in this area immediately.
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
5.2 Design Parameters
Soils From 0 to 2.2m (Firm Clayey Sand/Sandy Clay)
Parameter Design Value
E (Young’s modulus) 25 MPa
Φ (angle of internal friction) 34°
Cu (cohesion) 0 kPa
g (unit weight) 18 kN/m3
Very Stiff Soils from 2.3m to 6m
Parameter Design Value
E (Young’s modulus) 50 MPa
Φ (angle of internal friction) 36°
Cu (cohesion) 5 kPa
g (unit weight) 18 kN/m3
5.3 Site Preparation The existing in-situ material is well compacted. If existing material is over excavated and needs to be replaced then compaction of placed material will be required.
5.4 Safety in Design This project has design elements, however these elements are considered rudimentary with the associated risks and hazards being widely known and understood. Any competent person carrying out this type of work should be aware of these hazards and apply standard industry practices to mitigate the risks.
Yours faithfully,
Greg Tomasini Paul Foley Civil Engineer Group Manager Geotechnical & Pavements Author Reviewer
For and on behalf of WML Consultants Pty Ltd
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
6 REFERENCES
1. Geological Series Map 1:50,000 Scale ‘Collie’
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
APPENDIX A
SITE INVESTIGATION MAP
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
APPENDIX B
SOIL LOGS
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
: TP 1 SHEET: 1 OF 1
CLIENT: Motoring South West CONTRACTOR: WML Consultants LOGGED: GT
PROJECT: Collie Motorplex GI MACHINE: Excavator LOGGED DATE: 24/04/2017
LOCATION: Collie Motorplex CO-ORD SYSTEM: MGA94 Zone 50 SURFACE RL:
JOB NO.: 7524 POSITION: CHAINAGE:
SAMPLES OR SOIL/ROCK MATERIAL DESCRIPTION
FIELD TEST LOG WATER SYMBOL GRAPHIC DEPTH (m) CLASSIFICATION
Moist, brown, very dense, fine to coarse, sandy GRAVEL. FILL.
GW
Moist, orange, very dense, fine to coarse grained, clayey SAND. Some laterite boulders present.
SC
0.5
Moist, orange, very dense, fine to coarse grained, clayey SAND.
1.0
SC Not Encountered
1.5
Moist, mottled grey, very dense, fine to coarse grained, clayey SAND.
SC 2.0
Hole Terminated at 2.20 m Target depth
2.5 COPY OF WML LIB 1.06.GLB Log WML SOIL 7524 SOIL LOGS.GPJ <
CLIENT: Motoring South West CONTRACTOR: WML Consultants LOGGED: GT
PROJECT: Collie Motorplex GI MACHINE: Excavator LOGGED DATE: 24/04/2017
LOCATION: Collie Motorplex CO-ORD SYSTEM: MGA94 Zone 50 SURFACE RL:
JOB NO.: 7524 POSITION: CHAINAGE:
SAMPLES OR SOIL/ROCK MATERIAL DESCRIPTION
FIELD TEST LOG WATER SYMBOL GRAPHIC DEPTH (m) CLASSIFICATION
Dry, orange, very dense, fine to coarse grained, clayey SAND.
SC
0.5
Dry, brown red, very dense, fine to coarse, clayey GRAVEL. Possible old haul road material.
GC Not Encountered 1.0
Dry, orange, very dense, fine to coarse grained, clayey SAND.
SC 1.5
Hole Terminated at 1.80 m Target depth
2.0
2.5 COPY OF WML LIB 1.06.GLB Log WML SOIL 7524 SOIL LOGS.GPJ <
CLIENT: Motoring South West CONTRACTOR: WML Consultants LOGGED: GT
PROJECT: Collie Motorplex GI MACHINE: Excavator LOGGED DATE: 24/04/2017
LOCATION: Collie Motorplex CO-ORD SYSTEM: MGA94 Zone 50 SURFACE RL:
JOB NO.: 7524 POSITION: CHAINAGE:
SAMPLES OR SOIL/ROCK MATERIAL DESCRIPTION
FIELD TEST LOG WATER SYMBOL GRAPHIC DEPTH (m) CLASSIFICATION
Dry, orange, very dense, fine to coarse grained, clayey SAND.
0.5
SC Not Encountered 1.0
1.5
Hole Terminated at 1.80 m Target depth
2.0
2.5 COPY OF WML LIB 1.06.GLB Log WML SOIL 7524 SOIL LOGS.GPJ <
APPENDIX C
LABORATORY TEST RESULTS
Date: 5 May 2017 Report Name: 7524-G-R-001-A.docx
TEST REPORT Page 1 of 1 CLIENT: W.M.L Consultants SAMPLE NO: CT 61484 PROJECT: Collie Motorplex JOB NO: 24-1-454 LOCATION: Collie FIELD DESCRIPTION: Clay TP1 1.5m DATE TESTED: 10-Apr-17 PROPOSED USE: - DEPTH TESTED mm: Stockpile CLIENT REF: PO7524
PARTICLE SIZE DISTRIBUTION AS 1289.3.6.1 100 90 80 70
60 50
40 % Passing % 30 20 10 0 0.01 0.1 1 10 100 Sieve Size (mm)
PARTICLE SIZE DISTRIBUTION AS 1289 .3.6.1 PLASICITY INDEX & LINEAR SHRINKAGE Sieve Size % Passing Sieve Size % Passing Liquid Limit % AS 1289.3.1.2 31 75.0 mm 100 1.18 mm 82 Plastic Limit % AS 1289.3.2.1 16 37.5 mm 100 0.600 mm 70 Plasticity Index % AS 1289.3.3.1 15 19.0 mm 100 0.425 mm 60 Linear Shrinkage % AS 1289.3.4.1 6.5 9.5 mm 95 0.300 mm 53 Length of Mould mm 250 4.75 mm 92 0.150 mm 36 Sample history Oven Dried 2.36 mm 89 0.075 mm 29 Sample Preparation Method Dry Sieved Nature of Shrink Flat
Notes: Sample site selected by Client Sampled by Client
NATA Accredited Laboratory Approved Signatory: H.Yama No. 20040 Accredited for compliance Date: 22-Apr-17 with ISO/IEC 17025 This document shall not be Report Number: CT 61484 / 1 reproduced, except in full
Bunbury Base Laboratory CT-REP-011 Ph: 08 9726 2204 Jul 2016 PO Box 5068, Bunbury WA 6231 29 Halifax Drive, Bunbury WA 6230 civitest.com.au TEST REPORT Page 1 of 1 CLIENT: W.M.L Consultants SAMPLE NO: CT 61485 PROJECT: Collie Motorplex JOB NO: 24-1-454 LOCATION: Collie FIELD DESCRIPTION: Clay TP3 0.8m DATE TESTED: 10-Apr-17 PROPOSED USE: - DEPTH TESTED mm: Stockpile CLIENT REF: PO7524
PARTICLE SIZE DISTRIBUTION AS 1289.3.6.1 100 90 80 70
60 50
40 % Passing % 30 20 10 0 0.01 0.1 1 10 100 Sieve Size (mm)
PARTICLE SIZE DISTRIBUTION AS 1289 .3.6.1 PLASICITY INDEX & LINEAR SHRINKAGE Sieve Size % Passing Sieve Size % Passing Liquid Limit % AS 1289.3.1.2 27 75.0 mm 100 1.18 mm 70 Plastic Limit % AS 1289.3.2.1 15 37.5 mm 100 0.600 mm 52 Plasticity Index % AS 1289.3.3.1 12 19.0 mm 100 0.425 mm 42 Linear Shrinkage % AS 1289.3.4.1 4.5 9.5 mm 96 0.300 mm 34 Length of Mould mm 250 4.75 mm 90 0.150 mm 22 Sample history Oven Dried 2.36 mm 85 0.075 mm 17 Sample Preparation Method Dry Sieved Nature of Shrink Flat
Notes: Sample site selected by Client Sampled by Client
NATA Accredited Laboratory Approved Signatory: H.Yama No. 20040 Accredited for compliance Date: 22-Apr-17 with ISO/IEC 17025 This document shall not be Report Number: CT 61485 / 1 reproduced, except in full
Bunbury Base Laboratory CT-REP-011 Ph: 08 9726 2204 Jul 2016 PO Box 5068, Bunbury WA 6231 29 Halifax Drive, Bunbury WA 6230 civitest.com.au ELECTRIC FRICTION-CONE PENETROMETER Probe I.D
CLIENT: Motoring South West Job No.: 7524 CPT 1 PROJECT: Collie Motorplex Geotechnical Investigation RL (m): LOCATION:Collie Co-ords: 24-Mar-17
Tip Resistance qc (MPa) Tip Resistance qc (MPa) Friction Ratio Rf (%) 0 1 2 3 4 5 6 7 8 9 10 10 20 30 40 50 60 70 80 90 0 100 0 1 2 3 4 5 6 7 8 9 10 0 0 0 1 1 1 2 2 2 3 3 3 4 4 4 Depth (m) Depth (m) Depth (m) 5 5 5 6 6 6 7 7 7 Tip Resistance Tip Sleeve Friction 8 8 8 9 9 9 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Friction Sleeve fs (kPa)
Approx. Water (m): Dry to 0.2 Cone I.D.: EC21
Dummy probe to (m): File: WM0163G Tested in accordance with AS 1289.6.5.1-1999 and IRTP 2001 for friction reducer Refusal: Inclination Rig Type: 22 tonne truck (Merc) ELECTRIC FRICTION-CONE PENETROMETER Probe I.D
CLIENT: Motoring South West Job No.: 7524 CPT 1A PROJECT: Collie Motorplex Geotechnical Investigation RL (m): LOCATION:Collie Co-ords: 24-Mar-17
Tip Resistance qc (MPa) Tip Resistance qc (MPa) Friction Ratio Rf (%) 0 1 2 3 4 5 6 7 8 9 10 10 20 30 40 50 60 70 80 90 0 100 0 1 2 3 4 5 6 7 8 9 10 0 0 0 1 1 1 2 2 2 3 3 3 4 4 4 Depth (m) Depth (m) Depth (m) 5 5 5 6 6 6 7 7 7 Tip Resistance Tip Sleeve Friction 8 8 8 9 9 9 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Friction Sleeve fs (kPa)
Approx. Water (m): Dry to 6.0 Cone I.D.: EC21
Dummy probe to (m): 0.4 File: WM0164G Tested in accordance with AS 1289.6.5.1-1999 and IRTP 2001 for friction reducer Refusal: Rig Type: 22 tonne truck (Merc) ELECTRIC FRICTION-CONE PENETROMETER Probe I.D
CLIENT: Motoring South West Job No.: 7524 CPT 2 PROJECT: Collie Motorplex Geotechnical Investigation RL (m): LOCATION:Collie Co-ords: 24-Mar-17
Tip Resistance qc (MPa) Tip Resistance qc (MPa) Friction Ratio Rf (%) 0 1 2 3 4 5 6 7 8 9 10 10 20 30 40 50 60 70 80 90 0 100 0 1 2 3 4 5 6 7 8 9 10 0 0 0 1 1 1 2 2 2 3 3 3 4 4 4 Depth (m) Depth (m) Depth (m) 5 5 5 6 6 6 7 7 7 Tip Resistance Tip Sleeve Friction 8 8 8 9 9 9 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Friction Sleeve fs (kPa)
Approx. Water (m): Dry to 1.0 Cone I.D.: EC21
Dummy probe to (m): 0.9 File: WM0165G Tested in accordance with AS 1289.6.5.1-1999 and IRTP 2001 for friction reducer Refusal: 75MPa / Rod Friction Rig Type: 22 tonne truck (Merc) ELECTRIC FRICTION-CONE PENETROMETER Probe I.D
CLIENT: Motoring South West Job No.: 7524 CPT 3 PROJECT: Collie Motorplex Geotechnical Investigation RL (m): LOCATION:Collie Co-ords: 24-Mar-17
Tip Resistance qc (MPa) Tip Resistance qc (MPa) Friction Ratio Rf (%) 0 1 2 3 4 5 6 7 8 9 10 10 20 30 40 50 60 70 80 90 0 100 0 1 2 3 4 5 6 7 8 9 10 0 0 0 1 1 1 2 2 2 3 3 3 4 4 4 Depth (m) Depth (m) Depth (m) 5 5 5 6 6 6 7 7 7 Tip Resistance Tip Sleeve Friction 8 8 8 9 9 9 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Friction Sleeve fs (kPa)
Approx. Water (m): Dry to 8.2 Cone I.D.: EC21
Dummy probe to (m): 0.4 File: WM0166G Tested in accordance with AS 1289.6.5.1-1999 and IRTP 2001 for friction reducer Refusal: Rig Type: 22 tonne truck (Merc)