geotechnical testing services - blacktown city...this letter presents geotechnical report on the...

GTE1404 – Geotechnical Report 12 December 2017 Client: Guntawong Estate Pty Ltd c/- Design Cubicle 44 Sorrell Street North Parramatta, NSW, 2151 RE: GEOTECHNICAL INVESTIGATION at No.172 Guntawong Road, Rouse Hill

This letter presents a geotechnical report on the inspection and testing services associated with the geotechnical investigation undertaken at the above project.

Should you have any questions related to this report please do not hesitate to contact the undersigned.

For and on behalf of Ground Technologies Pty Ltd

Reviewed By

A. Bennett J. Harendran Senior Geotechnical Engineer Geotechnical Engineer

GROUND TECHNOLOGIES

Ground Technologies Pty Ltd ABN 25 089 213 294 PO Box 1121 Green Valley NSW 2168 Ph: (02) 8783 8200 Fax: (02) 8783 8210

Email: [email protected]

Geotechnical Testing Services

GTE1404 -2- Rouse Hill

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Table of Contents 1. INTRODUCTION ............................................................................................................................... 3

1.1 Proposed Development ............................................................................................................ 3 2. SITE DETAILS .................................................................................................................................. 4

2.1 Site Description ........................................................................................................................ 4 2.2 Regional Geology ..................................................................................................................... 4

3. GEOTECHNICAL INVESTIGATION ................................................................................................. 5 3.1 Soil Profiles .............................................................................................................................. 5 3.2 Groundwater ............................................................................................................................. 6 3.3 Laboratory Testing.................................................................................................................... 6

4. RECOMMENDATIONS FOR APARTMENT BUILDINGS ................................................................. 7 4.1 Proposed Development ............................................................................................................ 7 4.2 Batter Slopes ............................................................................................................................ 8 4.3 Retaining Wall Design Parameters ........................................................................................... 8 4.4 Excavation ................................................................................................................................ 9 4.5 Bored Pier Footings ................................................................................................................ 10 4.6 Basement Level Footings ....................................................................................................... 10

5. DAM BACKFILLING ....................................................................................................................... 11 5.1 Subgrade Preparation ............................................................................................................ 11 5.2 Subgrade Inspection............................................................................................................... 11 5.3 Fill Materials ........................................................................................................................... 11 5.4 Fill Placement and Testing ..................................................................................................... 12

6. RECOMMENDATIONS FOR RESIDENTIAL LOTS ....................................................................... 12 6.1 Preliminary Site Classification ............................................................................................ 12 6.2 Subgrade Preparation .......................................................................................................... 12

7. RECOMMENDATIONS FOR NEW PAVEMENTS .......................................................................... 13 8. CONDITIONS OF THE RECOMMENDATIONS AND LIMITATIONS ............................................. 14 9. REFERENCES ................................................................................................................................ 14 TABLE 1: SUMMARY OF SITE DETAILS .......................................................................................................... 4 TABLE 2: SUMMARY OF GEOLOGICAL UNITS ................................................................................................ 5 TABLE 3: DEPTH OF EACH GEOLOGICAL UNIT .............................................................................................. 5 TABLE 4: LABORATORY TEST RESULTS ....................................................................................................... 6 TABLE 5: RETAINING WALL DESIGN PARAMETERS FOR EACH GEOLOGICAL UNIT .......................................... 8 TABLE 6: RECOMMENDED SAFE WORKING DISTANCES FOR VIBRATION INTENSIVE PLANT ............................. 9 TABLE 7: ALLOWABLE BEARING CAPACITY FOR BORED PIERS ................................................................... 10 TABLE 8: EARTHWORKS SPECIFICATION .................................................................................................... 12 TABLE 9: PAVEMENT DESIGN THICKNESS................................................................................................... 13 APPENDIX A BOREHOLE LOGS APPENDIX B LABORATORY TEST RESULTS


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1. INTRODUCTION Ground Technologies Pty Ltd (Ground Tech) has prepared this report to discuss the results of the geotechnical investigation undertaken for the proposed residential development within a new subdivision created at No.172 Guntawong Road, Rouse Hill (herein referred to as the “site”). Ground Tech was engaged to provide professional assistance for this component of the project. The geotechnical investigation included drilling eight (8) boreholes using a 4WD Toyota Landcruiser Ute mounted drill rig with 100mm diameter solid flight spiral augers and two (2) borehole utilizing hand auger equipment supplemented with a Dynamic Cone Penetrometer (DCP) at the locations shown on drawing Figure 3. Two (2) representative soil samples were recovered during the course of the investigation and submitted to Ground Technologies NATA accredited laboratory to determine the geotechnical properties of the soil profile. This report provides a geotechnical assessment of the existing soil conditions. This report is based only on the information provided at the time of this report preparation and may not be valid if changes are made to the site or to the construction method. 1.1 Proposed Development It is understood that the proposed development will comprise the construction of three (3) apartment buildings four stories in height and with one to two levels of basement car parking within the front (south-eastern) portion of the lot. It is understood that excavations of approximately 3.7-9.5m will be required to accommodate the basement level car parking. Twenty one residential lots will be created within the rear (western) portion of the site. New internal roads will be constructed to service the apartment buildings.

Figure 1 – Proposed Site Plan


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2. SITE DETAILS The following information, presented in Table 1, describes the site.

Table 1: Summary of Site Details

Figure 2 – Location of Site

2.1 Site Description

The subject site is near-rectangular in shape, measuring approximately 66m wide along the Guntawong Road frontage and approximately 305m deep, covering an area of approximately 2.0 hectares. Ground slopes fall towards the north-west by between approximately 2° to 10°. Site features include;

• A single storey brick house located within the front (south-east) portion of the site. • A single storey shed / garage located within the front (south-west) portion of the site. • Numerous small sheds and kennels within the front portion of the site. • A farm dam within the rear portion of the site. • An easement for overhead power transmission lines within the central portion of the site. • Numerous large native trees scattered across the majority of the site. The easement appears to

have been cleared of all large trees to allow the overhead lines. 2.2 Regional Geology The 1:100,000 scale Geological Series Map of the Penrith region indicates that the subject site is underlain by Bringelly Shale of the Wianamatta Group dating back to the Middle Triassic period and generally comprises shale, carbonaceous claystone, claystone, laminate, fine to medium grained lithic sandstone, and rare coal / tuff.

Site Address 172 Guntawong Road, Rouse Hill Lot / DP Lot 47 DP30186 Council Area Blacktown City Council


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3. GEOTECHNICAL INVESTIGATION

Figure 3 – Borehole Locations

Fieldwork was undertaken on the 14th of November 2017 and comprised the drilling of eight boreholes (BH1-BH8) with a 4WD Toyota Landcruiser Ute mounted drill rig with 100 mm solid flight spiral augers at the locations shown on Figure 3. The rear portion of the site was densely covered with large native trees limiting site access for a drill rig. As such, two additional boreholes (BH9 and BH10) were drilled in this portion of the site with a hand auger supplemented with a Dynamic Cone Penetrometer to confirm that the soil / rock profile was consistent across the site. 3.1 Soil Profiles Four (4) distinct geological units were encountered during the field investigation. These units are detailed in table 2 and the approximate depth of each unit is detailed in table 3:-

Table 2: Summary of Geological Units

UNIT SOIL TYPE

UNIT A NATURAL: Clayey SILT (topsoil), pale brown,

UNIT B NATURAL: Silty CLAY, medium plasticity, slightly moist to moist, stiff to very stiff

UNIT C BEDROCK; Siltstone with sandstone bands, Siltstone, low strength

UNIT D BEDROCK; Siltstone with sandstone bands, Siltstone, low to medium strength

Table 3: Depth of each Geological Unit

Borehole

Geological Unit Unit A Unit B Unit C Unit D

Natural Silt

Natural Clay

Low Strength Bedrock

Low to Medium Strength Bedrock

BH1 0-0.2m 0.2-0.8m - 0.8-1.4m2 BH2 0-0.4m 0.4-1.0 1.0-2.8m 2.8-4.3m1 BH3 0-0.2m 0.2-0.8m - 0.8-3.3m1 BH4 0-0.3m 0.3-0.8m - 0.8-3.6m1 BH5 0-0.2m 0.2-0.7m 0.7-1.5m - BH6 0-0.4m 0.4-1.2m - 1.2-1.5m BH7 0-0.3m 0.3-0.9m - 0.9-1.5m BH8 0-0.3m 0.3-1.5m - - BH9 0-0.2m 0.2-0.7m 0.7m+3 NE

BH10 0-0.2m 0.2-0.6m 0.6m+3 NE Note1 – Medium Strength bedrock assumed below drill rig refusal Note2 – Borehole terminated due to refusal on sandstone band Note3 – Bedrock inferred from DCP test refusal Note – NE – not encountered due to lack of access for drill rig

6 5

4

3

2 1

7

9

10

8


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3.2 Groundwater Groundwater was not encountered during the course of the investigation. 3.3 Laboratory Testing Two (2) representative soil samples of the subgrade material were submitted to Ground Technologies NATA accredited soil laboratory for testing to determine the four day soaked California Bearing Ratio (CBR) value and Shrink / Swell Index. The laboratory test results are provided in Appendix B and are summarised in Table 4 below.

Table 4: Laboratory Test Results

Sample Borehole Depth CBR

L1 BH5 0.2-0.7m 4.0% L2 BH8 0.3-1.1m 3.0%


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4. RECOMMENDATIONS FOR APARTMENT BUILDINGS 4.1 Proposed Development It is understood that the proposed development will comprise the construction of three (3) apartment buildings four stories in height and with one to two levels of basement car parking, as shown in figures 5 and 6. It is understood that excavations of approximately 3.7-9.5m will be required to accommodate the basement level car parking.

Figure 4 – Proposed Site Plan

Figure 5 – Proposed Sections to Apartment Building (A-B)

Figure 6 – Proposed Sections to Apartment Building (C-D)

B

C D

A


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4.2 Batter Slopes We understand that deep excavation will form part of the development. Excavation within the natural silts and silty clays (Units A to B) should be battered at an angle of 45°. The low to medium strength bedrock (Units C and D), in the absence of surcharge loading, may be cut to high angle (approaching vertical) with these high angle cut faces safely free standing during the construction phase. For deep excavations in bedrock with vertical cuts, we recommend a Geotechnical Engineer be engaged to assess excavation stability and provide advice for temporary support (if required). Unretained excavations should not extend below the “zone of influence” of adjacent structures. That is, a line drawn 45o down from the foundation level of adjacent structures or features. If excavations are to extend below this line, proposed excavations are to be retained prior to excavation. 4.3 Retaining Wall Design Parameters Where there is insufficient space for battered construction as per section 4.1 of this report, pile installation should precede basement construction. They will initially act in a cantilever capacity but will, subsequent to basement construction, be tied via a capping beam to a suspended floor which will provide lateral support to the piles. For the design of flexible retaining structures, where some lateral movement is acceptable, an active earth pressure co-efficient is recommended. If it is critical to limit the horizontal deformation of a retaining structure, use of an earth pressure co-efficient at rest should be considered. Recommended parameters for the design of retaining structures are presented in table 5.

Table 5: Retaining Wall Design Parameters for each Geological Unit

Geological Unit Unit A to B Unit C and D

Natural Silts, Clays Low to Medium Strength Bedrock

Ka 0.4 0.2 Ko 0.6 0.3 Kp - 300kPa

Unit Weight (kg/m3) 18 22 The retaining wall designs should also allow for any additional surcharge loads from adjoining structures, vehicles etc, which should be calculated separately. Appropriate drainage systems and free draining backfill should be provided to prevent the build-up of hydrostatic pressures behind all retaining walls.


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4.4 Excavation Excavations within units A to C should be achieved with bucket attachment to a mid sized excavator. Excavations within Unit D and below drill rig refusal, intersecting more competent bedrock may require pre-loosening using rock breaking or ripping attachments. If vibratory rock breaking equipment is required for the proposed excavations in sandstone bedrock we recommend that, prior to the use of vibratory equipment, the excavation perimeter is saw cut with the aid of an excavator mounted rock saw or by drill and split techniques so as to minimise transmission of vibrations to adjoining structures. Following sawing of the perimeter of the excavation, sandstone bedrock may be broken up using a vibratory hammer suited to an excavator. At the time of the investigation, no structures were situated near the proposed basement excavations, however should there be structures at the time of construction, induced vibrations in structures adjacent to the excavation are to be examined to ensure that they do not exceed a peak particle velocity (PPV) of 5mm/sec. As a guide, safe working distances for typical items of vibration intensive plant are listed in Table 6. The safe working distances are quoted for “cosmetic” damage (refer BS 7385) and are detailed in the Construction Noise Strategy (2010) prepared by the NSW Transport Construction Authority.

Table 6: Recommended Safe Working Distances for Vibration Intensive Plant Plant Item Rating / Description Safe Working

Distance Small Hydraulic Hammer 250kg – 1.5 tonne excavator 2m Small Hydraulic Hammer 300kg - 5 to 12tonne excavator 2m Medium Hydraulic Hammer 900kg - 12 to 18tonne excavator 7m Large Hydraulic Hammer 1600kg - 18-34 tonne excavator 22m

Ground vibrations induced by excavations should be monitored and recorded by specialist contractors. Monitoring equipment / data loggers should be installed at the closest point of the adjacent structures to ensure that the excavation contractor does not exceed the recommended level. We recommend the operation of hydraulic hammers should include:

• Excavation of loose or rippable sandstone blocks by bucket or single ripper attachments prior to the commencement of rock hammering;

• Use of saw cutting around the perimeter • Progressive breakage from open excavated faces; • Selective breakage along open joints where these are present; • Use of rock hammers in short bursts to prevent generation of resonant frequencies; • Orientation of the rock hammer pick away from property boundaries and into existing open

excavation; • The movement of large blocks away from the structures prior to breaking up for transport from

the site. Excavation works should be carried out by an experienced operator who is aware of factors affecting vibration and transmission of vibration such as orientation of the hammer, duration of hammering and speed of the vibration of the hammer. Prior to the excavation works, it is recommended that dilapidation surveys be undertaken out on the surrounding structures (if any) as a means of protecting all parties involved in or affected by the proposed works.


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4.5 Bored Pier Footings Bored concrete piers, socketing can be designed in accordance with the end bearing capacities detailed in table 7.

Table 7: Allowable Bearing Capacity for Bored Piers

Soil Type Allowable Bearing Capacity Shaft Adhesion

Medium Strength Bedrock – below drill rig refusal 1000 kPa 100kPa The quality of the founding stratum in all footing excavations is to be assessed by a structural or geotechnical engineer to confirm that the design parameters recommended in this report are appropriate. Footing excavations are to be cleaned out and inspected by a geotechnical engineer or the structural engineer prior to concrete placement. Concrete is to be placed within 24 hours of excavation, since the weathered bedrock may deteriorate rapidly upon exposure. Note: Bearing capacities detailed in table 7 are conservative. Higher capacities may be achieved if further investigation with NMLC rock coring techniques are undertaken to confirm the rock strength. 4.6 Basement Level Footings Excavations for the basement level of the development will extend to approximately 3.0m below existing ground surface levels across the majority of the footprint of the apartment buildings. Material exposed at the base of this excavation will comprise a low to medium strength bedrock. The proposed floor slab can be constructed at bulk excavation level designed on a Sub-grade Reaction Modulus (k) of 90 kPa/mm or CBR of 30. Strip and Pad footings constructed within the low strength bedrock at the upper basement level may be designed with the following maximum allowable end bearing capacities.

Isolated Pad Footings - 700kPa Strip Footings - 700kPa

It is recommended that all footing excavations be inspected by a geotechnical engineer from Ground Tech to confirm that founding conditions are consistent with design recommendations. The footing size and the founding level may need to be adjusted, if required founding material is not encountered at the design founding level.


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5. DAM BACKFILLING A large farm dam is currently located within the rear portion of the site. In order to create a suitable founding profile for the future residential lots, all earthworks should be undertaken in accordance with AS3798-Guidelines on Earthworks for Commercial and Residential Developments 5.1 Subgrade Preparation Prior to backfilling the farm dam all water should be pumped out. All sediment and vegetation should be stripped from the surface. 5.2 Subgrade Inspection The condition of the stripped surface should be inspected immediately after stripping and prior to filling commencing. Before placing fill, proof roll exposed subgrade with a minimum 12 tonne static smooth steel wheeled roller to detect and remove any soft spots. Compaction testing will be required on the stripped surface, unless bedrock is encountered. 5.3 Fill Materials Most naturally occurring soils, and weathered rock can be used as engineered fill. The material excavated from the dam, which currently comprises the northern, southern and western banks of the dam can be utilized as structural fill. Soil excavated from the basement excavations within the apartment buildings can be utilized as structural fill. Please refer to the Stage 1 Contamination Assessment for the subject site pertaining to environmental validation of site derived fill material. If the material is to be imported from another site it will need to comply with one of the following: Schedule 1 of the Protection of the Environment and Operations Act 1997 defines virgin excavated material (VENM):

• material that is not mixed with any other waste; • has been excavated from areas that are not contaminated as a result of industrial, commercial,

mining or agricultural activities, with manufactured chemicals, • does not contain sulphidic ores or soils or consists of excavated natural materials that meet

such criteria as approved by the DECC. The Resource Recovery Order under Part 9, Clause 93 of the Protection of the Environment Operations (Waste) Regulation 2014 – “The Excavated Natural Material Order 2014” prepared by the NSW EPA:

• Excavated Natural Material is naturally occurring rock and soil that has been excavated from the ground and contains 98% by weight natural material and does not meet the VENM.

The Engineered Fill shall be approved by the Geotechnical Inspection and Testing Authority (GITA) as suitable for the proposed use. Excluded materials include:

• Organic soils, such as many topsoils, severely root-affected subsoils and peat • Materials contaminated through past site usage which may contain toxic substances or soluble

compounds harmful to water supply or agriculture • Materials containing substances which can be dissolved or leached out in the presence of

moisture (e.g. gypsum) or which undergo volume change or loss of strength when disturbed and exposed to moisture (e.g. some shales and sandstones) unless these matters are specifically addressed in the design

• Silts, or materials that have deleterious engineering properties of silt • Fill which contains wood, metal, plastic, boulders or other deleterious materials


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5.4 Fill Placement and Testing Fill placement shall be in near Horizontal Layers of uniform thickness placed systematically across the fill area. The Layer thickness is to be equal to or less than 400mm (loose), if using large rollers over a large area. Compacted Layer thickness not to exceed 300mm. Maximum particle size not to exceed 2/3rd of layer thickness. Testing is to be undertaken as per the Level 1 requirements of AS3798 – 2007 ‘Guidelines on Earthworks for Commercial and Residential Development’.

Table 8: Earthworks Specification DESCRIPTION SPECIFICATION Dry or Hilf Density Ratio 98% Standard Compaction

(upper limit of 104% Standard if using high plasticity materials) Moisture Variation +/- 2% OMC Frequency of Density/Moisture Testing

1/500m³ or 3 tests per lot, whichever is greater.

6. RECOMMENDATIONS FOR RESIDENTIAL LOTS 6.1 Preliminary Site Classification Based on the geology and shallow depth to bedrock, residential lots 1 to 8 will be classified as either Class S or Class M. Lots 9 to 21 (within the dam backfill area), will be classified as either Class M or Class H1. Please note that these classifications do not take into account the effects of any filling to be placed during the bulk earthworks portion of the development. Furthermore, this classification does not take into account the effect of the existing trees on the foundation as per Clause 1.3.3c: Abnormal Soil Moisture Conditions likely – Growth of trees too close to footing. As such, the classification of each residential lot should be confirmed once all bulk earthworks have been completed and the location of the building envelope is determined 6.2 Subgrade Preparation In conjunction with any excavation to achieve required grade levels the site shall be prepared in accordance with Section 6 of AS2870 – 2011 (Residential Slabs & Footings). Particular attention should be given to the stripping of all vegetation and topsoil containing root zone material. In addition, any areas of soft, loose or wet material which will not respond to compactive measures should be selectively excavated to achieve a firm working base. ‘Abnormal’ soil moisture conditions are likely to occur through areas from which buildings, paving or trees have been recently removed. Removal of such items can result in ‘heave’ or expansion of clay soils through areas previously occupied by, or in direct proximity to the location of removed trees and structures. Such abnormal conditions will diminish with time, particularly during winter months when frequent rainfall is experienced. Allow the maximum possible time to elapse between removal of buildings, pavements or trees and the commencement of new construction. Should this period be less than 6 months this office should be contacted for site specific advice. Tree stumps should be removed at the same time that trees are felled and stump excavations immediately backfilled with competent fill materials (i.e. granular materials or low-medium plasticity clays), placed in lifts of 200mm maximum with each lift being well compacted.


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7. RECOMMENDATIONS FOR NEW PAVEMENTS The proposed road construction is located within Blacktown City Council. Pertinent documents regarding pavement design and constructions are; The Blacktown City Council – Engineering Guide for Development (2005) The Blacktown City Council – Works Specifications Civil (2005) Austroads (2012) – “Guide to Pavement Technology – Part 2 Pavement Structural Design ”

These documents provided the minimum details for pavements within the council catchment area. These are summarized below; • The pavement materials for flexible roads shall consist of approved crushed or ripped sandstone,

DGB 20, DGS20, DGS40 and/or other approved recycled materials (see The Blacktown City Council – Works Specifications, Sections 8.1-8.4).

• All roads shall be surfaced with an initial course of 25mm thickness AC10. The final wearing course of 25mm thickness of AC10 will be laid by Council at a later date

We understand that the proposed pavement will be a local residential street. With reference to “The Blacktown City Council Engineering Guidelines, the design traffic loading is expected to be in the order of 2 x 105 ESA’s. Based on the design traffic loading and a CBR value of 3.0% for the subgrade materials and in accordance with the Austroads Pavement Design Chart 8.4, we recommend the following design pavement thicknesses for the proposed pavement.

Table 9: Pavement Design Thickness Pavement Materials 2 x 105 ESA’s Asphaltic Concrete Wearing Surface 50mm Base Course 120mm Sub-base Course 300mm Total: 490mm

The proposed pavement should be constructed in accordance with good engineering principles and the following recommendations. • Compact exposed (subgrade) natural surfaces with a minimum of 7 passes of an 8 to 10 tonne static

weight smooth drum roller, then proof roll the compacted subgrade to detect potentially weak spots (ground heave). Excavate areas of localised heaving to a depth of 300mm and replace with suitable granular fill, such as non-reactive well graded materials (eg. crushed sandstone), with maximum particle size not exceeding 75mm, compacted to a Minimum Dry Density Ratio (MDDR) of 100% Standard, with a moisture content within -3% to 0% of Optimum Moisture Content (OMC). Not that Units B and C will respond poorly to proof roll and will require remediation.

• The proof rolling should be supervised by a suitably qualified Geotechnical Engineer / Engineering Geologist.

• On certification of proof rolling, placement of the pavement materials may proceed. With reference to “The Blacktown City Council Works Specifications, Section 8.9.2, the following minimum dry density ratios (AS1289 5.4.1 - 1993) must be achieved during pavement construction.

• Base Course 98% Modified • Sub-base 98% Modified • Sub-grade 100% Standard

• With reference to Blacktown City Council Works Specifications, all pavement layers are to be placed and compacted with moisture content within -3% to 0% of Optimum Moisture Content (OMC).

• The new pavements will require compaction testing at subgrade, sub-base and base course levels in order to confirm the required density values have been attained. Frequency of testing shall be in accordance with Table 2 of AS 1289 and taken 1.0m from the face of kerb on alternate sides of pavement.


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8. CONDITIONS OF THE RECOMMENDATIONS AND LIMITATIONS This report is a geotechnical report only and the classification stated shall not be regarded as an engineering design nor shall it replace a design by engineering principles although it may contribute information for such designs. When this report is to be used as a reference by the engineer or builder or other relevant party, this report must be reproduced in total. The foundation depths quoted in this report are measured from the surface during our testing and may vary accordingly if any filling or excavation works are carried out. The description of the foundation material for has been provided for its easy recognition over the whole building site.

Any sketches in this report should be considered as only an approximate pictorial evidence of our work. Therefore, unless otherwise stated, any dimensions or slope information should not be used for any building cost calculations and/or positioning of the building. Dimensions on logs are correct. This type of investigation (as per our commission) is not designed or capable of locating all ground conditions, (which can vary even over short distances). The advice given in this report is based on the assumption that the test results are representative of the overall ground conditions. However, it should be noted that actual conditions in some parts of the site might differ from those found. If excavations reveal ground conditions significantly different from those shown in our findings, Ground Tech must be consulted. The scope and the period of Ground Tech services are described in the report and are subject to restrictions and limitations. Ground Tech did not perform a complete assessment of all possible conditions or circumstances that may exist at the Site. If a service is not expressly indicated, do not assume it has been provided. If a matter is not addressed, do not assume that any determination has been made by Ground Tech in regards to it. Where data has been supplied by the client or a third party, it is assumed that the information is correct unless otherwise stated. No responsibility is accepted by Ground Tech for incomplete or inaccurate data supplied by others. This document is COPYRIGHT- all rights reserved. No part of this document may be reproduced or copied in any form or by means without written permission by Ground Technologies Pty Ltd. All other property in this submission shall not pass until all fees for preparation have been settled. This submission is for the use only of the party to whom it is addressed and for no other purpose. No responsibility is accepted to any third party who may use or rely on the whole or any part of the content of this submission. No responsibility will be taken for this report if it is altered in any way, or not reproduced in full. This document remains the property of Ground Technologies Pty Ltd until all fees and monies have been paid in full. 9. REFERENCES

• AS2870 (2011), Residential Slab and Footings – Construction • Geological Series Sheet 9030 (EDITION 1) 1991, Map of the Penrith region, scale 1:100,000 • “Foundations of Sandstone and Shale in the Sydney Region” by P.J.N Pells, G.Mostyn & B.F

Walker. • Austroads (2012) – “Guide to Pavement Technology – Part 2 Pavement Structural Design ” • The Blacktown City Council – Engineering Guide for Development (2005) • The Blacktown City Council – Works Specifications Civil (2005)

APPENDIX A BOREHOLE LOGS

N ML Sandy SILT, orange/brown, dryIL CI Silty CLAY, medium plasticity,

orange, orange/brown, dry, very stiff to hard 360

ROCK SILTSTONE with sandstone bandsbrown, pale brown, white,

extremely weathered, low to medium strength

Borehole terminated at 1.4m due to rig refusal on sandstone band

4WD Mounted Rig/Solid FlightSpiral AugersDate of Drilling: 14/11/2017Logged and Drilled by: AB

-

4.5

Method:

1.5

2

2.5

4

3.5

0.5

1

3

SITE LOCATION: 172 Guntawong Road, Rouse Hill

POCK

ET

PEN

OTR

OM

ETER

SOIL DESCRIPTION (SOIL TYPE, COLOUR, MOISTURE, CONSISTENCY ) U

NIF

IED

CLAS

SIFI

CATI

ON

BOREHOLE NO. 1

DEPT

H (m

)

REMARKS

WAT

ER

SAM

PLE

GRAP

HIC

LOG

GROUND TECHNOLOGIES Geotechnical Testing Services


N ML Sandy SILT, pale brown, dryIL

CI Silty CLAY, medium plasticity,orange, orange/brown, dry, very stiff to hard

400

ROCK SILTSTONE, pale yellow/brown, white, pale brownextremely weathered, low strength

SILTSTONE, pale brown, pale grey/brownextremely weathered, low strength

SILTSTONE with sandstone bandsbrown, pale brown, white,


SILTSTONE / SHALE, grey, dark grey,extremely weathered, low to medium strength

Borehole terminated at 4.3m due to rig refusal


Method:

4.5

4

3.5

3

2.5

2

1.5

1

SAM

PLE

0.5

-

REMARKS

SITE LOCATION: 172 Guntawong Road, Rouse HillBOREHOLE NO. 2

WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N

SOIL DESCRIPTION (SOIL TYPE, COLOUR, MOISTURE, CONSISTENCY )

GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER



N ML Sandy SILT, pale brown, dryIL CI Silty CLAY, medium plasticity,

orange, orange/brown, dry, very stiff to hard





Method:

4.5

4

3.5

3

2.5

2

1.5

1

0.5

-


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER

SAM

PLE

REMARKS



N ML Sandy SILT, brown, pale brown, dryIL


ROCK SILTSTONE with sandstone bandsbrown, pale brown, white, grey




Method:

4.5

4

3.5

3

2.5

2

1.5

1

0.5

-


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

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ETER

SAM

PLE

REMARKS



N ML Sandy SILT, brown, pale brown, dryIL CI Silty CLAY, medium plasticity,


ROCK SILTSTONE, pale grey, pale brown ,whiteextremely weathered, low strength

Borehole terminated at 1.5m


Method:

4.5

4

3.5

3

2.5

2

1.5

1

L10.5


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER

SAM

PLE

REMARKS




CI Silty CLAY, medium plasticity,orange, orange/brown, yellow/brown

dry, very stiff to hard 350

Silty CLAY / Completely Weathered Rock,pale grey with red mottling, moist, very stiff


extremely weathered, low to medium strengthBorehole terminated at 1.5m


Method:

4.5

4

3.5

3

2.5

2

1.5

1

SAM

PLE

0.5

REMARKS


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER





400





Method:

4.5

4

3.5

3

2.5

2

1.5

1

SAM

PLE

0.5

REMARKS


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER





400

ROCK SILTSTONE, pale grey with yellow mottling, display clay likecomletely weathered, extremely low strength characteristics

when drilled



Method:

4.5

4

3.5

3

2.5

2

1.5

1

L2

0.5


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER

SAM

PLE

REMARKS



N ML Sandy SILT, brown, pale brown, dry 3I 3L CI Silty CLAY, medium plasticity, 4


15Borehole terminated at 0.7m

due to hand auger refusal

Hand AugersDate of Drilling: 14/11/2017Logged and Drilled by: AB

Method:

4.5

4

3.5

3

2.5

2

1.5

1

0.5

-


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

DYN

AMIC

CO

NE

PEN

OTR

OM

ETER

SAM

PLE

REMARKS



N ML Sandy SILT, brown, pale brown, dry 3I 5L CI Silty CLAY, medium plasticity, 6


Borehole terminated at 0.6m due to hand auger refusal

Hand AugersDate of Drilling: 14/11/2017Logged and Drilled by: AB

Method:

4.5

4

3.5

3

2.5

2

1.5

1

0.5

-


WAT

ER

DEPT

H (m

)

UN

IFIE

D CL

ASSI

FICA

TIO

N


GRAP

HIC

LOG

POCK

ET

PEN

OTR

OM

ETER

SAM

PLE

REMARKS



APPENDIX B

LABORATORY TEST RESULTS

TPMR0002 Rev 5 Nov 2014

Ground Technologies Pty LtdABN 25 089 213 29419 Bernera Road, Prestons NSW 2170PO Box 1121 Green Valley NSW 2168

Client: Guntawong Estate Pty Ltd Job No.: GTE1404

Project: Residential Subdivision Report No.: GTER1404-L2

Location: 172 Guntawong Road, Rouse Hill Test Date: 21-Nov-17

Sample Location BH5 BH80.2-0.7m 0.3-1.1m

Sample Number L1 L2Test Procedure AS1289 3.1.2,3.2.1,3.3.1,3.4.1, 2.1.1

ATTERBERG LIMITS

Liquid Limit % 52 51

Plastic Limit % 20 19

Plasticity Index % 32 32

Linear Shrinkage % ND ND

Curling/ Crumbling/ Cracking None None

Sample History Low Temperature Oven

Dried, Dry Sieved Low Temperature Oven

Dried, Dry Sieved

Sample DescriptionOrange Silty Clay Orange Brown Silty

Clay

Comments: Sampling Method: AS1289.1.2.1 (6.5.3)Date Sampled: 14/11/17

Approved Signatory

Date of issue 23/11/2017

Test Results - Atterberg Limits


NATA Accredited Laboratory No. 14343 Accredited for compliance with ISO/IEC 17025-Testing The results of the tests, calibrations and/or measurements in this document are traceable to Australian/National Standards

GROUND TECHNOLOGIES

TPMR007 Rev 4 Nov 14

CALIFORNIAN BEARING RATIO Client: Guntawong Estate Pty Ltd Job No.: GTE1404

Project: Residential Subdivision Test Date: 21-Nov-17

Location: 172 Guntawong Road, Rouse Hill Report No.: GTER1404-L1

Sample Number L1 L2 Date Sampled 14-Nov-17 14-Nov-17 Depth 0.2-0.7m 0.3-1.1m Location BH5 BH8

Laboratory Compaction AS1289 5.1.1 standard

Oversize Material 19mm Sieve % 0.0 0.0 Maximum Dry Density t/m3 1.61 1.63 Optimum Moisture Content % 20.9 19.3 Field Moisture Content % 14.8 13.9

Test Results AS 1289 6.1.1

Before Soaking Dry Density t/m3 1.61 1.63Moisture Ratio % 98.0 105.0Density Ratio % 100.0 100.0

After Soaking Dry Density t/m3 1.57 1.60Moisture Content % 26.1 25.1

Moisture Content after test - remainder % 24.6 27.0 Moisture Content after test - top 30mm % 26.3 27.9 Number of days soaking days 4 4 Mass of Surcharge Kg 4.5 4.5 Swell after soaking % 2.5 2.0 CBR penetration mm 2.5 2.5

CBR VALUE % 4.0 3.0

Material Description : L1-L2: Orange, Orange Brown Silty Clay

Test Methods: AS1289 6.1.1, 5.1.1, 2.1.1 Sampling : AS1289 1.2.1 (6.5.3)

Approved SignatoryDate 23-Nov-17


Ground Technologies Pty LtdABN 25 089 213 29419 Bernera Road, Prestons NSW 2170PO Box 1121 Green Valley NSW 2168Ph: (02) 8783 8200 Fax: (02) 8783 8210Email: [email protected]

NATA Accredited Laboratory No. 14343 Accredited for compliance with ISO/IEC 17025-Testing

GROUND TECHNOLOGIES

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