GEOTESTA - orange.nsw.gov.au...Pavement Design Report Bathla Group ADDRESS: 91 & 131 Shiralee Road...

Pavement Design Report

Bathla Group

ADDRESS: 91 & 131 Shiralee Road Orange NSW 280(

REPORT NO.: NE633

DATE: 28/04/2020

GEOTESTA GEOTESTA PTY LTD I ABN 91851620815 I Unit 20 / 1 Talavera Road, Macquarie Park NSW 2113

Phone: 1300 852216 I email: [email protected]

91 & 131 Shiralee Road, Orange NSW 2800 NE633

EXECUTIVE SUMMARY A geotechnical investigation was conducted by Geotesta for the design and construction of new access roads for 91 & 131 Shiralee Road, Orange, NSW 2800. The geotechnical investigation was aimed at providing subsurface condition and recommendations to facilitate the design of the proposed access roads.

The investigation consisted of drilling of seven (7) boreholes (BH1 - BH7) to a maximum depth of 4.4m within the site area. The general subsurface profile between BHl and BH7 comprises of topsoil/fill in depth of 0.10-0.20m overlying a stiff to hard Silty Clay followed by very low strength Shale.

This report presents the subsurface soil profile and conditions, recommendations on pavement composition for the further design.

ii


1.

2.

3.

3.1 3.2 3.3 3.4

4.

4.1 4.2 4.3

TABLE OF CONTENTS

INTRODUCTION 4

FIELD INVESTIGATION 5

FINDINGS 7

SURF ACE CONDITIONS 7

SITE GEOLOGY 7

SUBSURFACE PROFILE 8

LABORATORY TEST RESULTS 10

PAVEMENT DESIGN RECOMMENDATIONS 10

DESIGN CBR VALUE 10

TRAFFIC DATA 11

PROPOSED PAVEMENT COMPOSITION 11

THE FOLLOWING PAVEMENT COMPOSITION IS PROPOSED FOR ROAD 2, LANE 2, AND ROAD,........ 12 TABLE 6. PAVEMENT DESIGN DETAILS (ADOPTED CBR VALUE OF 10%) 12

4.4 SUBGRADE PREPARATION 12

4.5. BASE PREPARATION 13

4.6. COMP ACTION REQUIREMENTS 13

4.7. SUBSURFACE DRAINAGE 13

4.8. CONSTRUCTION WORKS 14

5. EARTHWORKS RECOMMENDATIONS 15

5.1 EXCAVATION 15

5.2 TEMPORARY CUT BATTERS 15

5.3 EXCAVATION ADJACENT THE EXISTING FOOTING OR STRUCTURES 15

5.4 EROSION AND SEDIMENT CONTROL.. 15

5.5 EARTHWORKS 16

5.6 COMPACTION REQUIREMENTS 16

APPENDIX A BOREHOLE LOGS RESULTS

APPENDIX B LABO RA TORY TEST CERTIFICATES

iii


1. Introduction This report presents the results of the geotechnical investigation for the propose subdivision road pavement at 91 & 131 Shiralee Road, Orange NSW 2800. This geotechnical investigation work was authorised by Bathla Group. This report presents the subsurface soil profile and conditions, recommendations on pavement composition for the proposed subdivision road pavement.

4


2. Field Investigation

The investigation involved drilling of Seven (7) boreholes to a maximin depth of 4.4m within

the site area. Dynamic Cone Penetrometer (DCP) tests were undertaken adjacent to each

borehole to estimate the strength of the soil layers. The borehole locations were determined

on site with respect to the site accessibility and locations of existing underground services.

Approximate borehole locations are presented in Figure 1. A site sketch showing the

approximate borehole locations are presented in Figure 2. The field investigation was carried

out on 23 March 2020.

Borehole drilling method used was solid flight auger undertaken by a ute-mounted rig. The

soil profile encountered in the boreholes was logged by Geotesta Geotechnical Engineer in

accordance with AS 1726-2017.

Upon completion of the drilling work, the boreholes were backfilled with soil cuttings. All

the field observations are presented in the borehole logs in Appendix A. One representative

soil sample collected from test locations were sent to JK Geotechnics, a NATA accredited

laboratory, for CBR testing.

5


Figure 1. Site plan and borehole locations

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! ! ! ! ehlll ma

! ! I !

SHIRALEE ROAD (COLLECTOR)

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Figure 2. Road plan and boreholes location

6


3. Findings

3.1 Surface Conditions

The site under investigation is located within the property of 191-131 Shiralee Road, Orange

NSW 2800. The elevation is approximately 907 AHD. The site has a flat area with average

slope of <5%. At the time of inspection, the site is vacant. A residential dwelling is located at

south and northeast of the property. The site is located within the local government of Orange

City Council.

3.2 Site Geology

The geological origin of the soil profile was identified from our visual examination of the soil

samples, geotechnical experience, and reference to geological maps of the area. The geological

map of the area indicates that the site is underlain by Cainozoic Units, Pyroxene olivine

basalt, plagioclase basalt, alkali basalt, trachybasalt and trachyandesites. (Orange, 1:100000

Geological Sheet, 8731 ).

Geological Unit: CAINOZOIC, Tertiary Group

(Source: Geological Survey of NSW)

Figure 3. Geology map of the site and surrounding area

7


3.3 Subsurface Profile

Information gathered from the geotechnical fieldwork indicates that the site is overlain by topsoil/fill to a maximum depth of 0.2m. This layer is underlain by natural soil comprised Silty CLAY of low plasticity. An extremely low strength shale was encountered beneath the residual clayey layer. A summary of the subsurface materials is presented in Table 1.

8


Table 1. Summary of Subsurface Materials Encountered

Approximate Depth range of Unit (mBGL")

Unit Material BH1 BH2 BH3 BH4 BH5 BH6 BH7 Description

1 Topsoil/Fill 0.2-0.4 0.2-0.4

1 Silty Clay 0.2-4.3 0.2-1.0 0.2-3.0 0.2-4.4 0.4-2.0 0.4-2.7 Very Stiff to Hard

2 Clayey Silt 0.2 -1.3 2.7 -4.0 Very Stiff to Hard

3 Shale 1.3 -2.3 1.0-1.3 2.0 -2.5 Extremely Low Strength to

Very Low- Class V

4 Shale 2.3-3.0 1.3-1.5 2.5-3.5 Very Low Strength-Class IV

9


3.4 Laboratory Test Results

The laboratory test results detailing the index properties and California Bearing Ratios of

representative in-situ subgrade materials are summarized in Table 2. The test certificates are

attached in Appendix B.

Table 2. Summary of Laboratory Test Results

BH1 Depth sci1 Wn MDD OMC CBR Swell oi. type No. (m) % t/m' % % %

BH2 0.5-1.0 Clayey Silt 15.6 1.74 19.1 5 1.0

BH3 0.2-0.8 Silty Clay 15.9 1.66 20.8 20 1.0

BH4 0.5-1.5 Silty Clay 18.2 1.70 19.8 13 0

BH5 0.2-0.8 Silty Clay 17.0 1.81 15.7 5 1.0

BH6 0.4-1.0 Silty Clay 9.7 1.85 13.5 9 0

BH7 0.4-1.1 Silty Clay 22.7 1.49 28.5 16 0.5

Note: Wn= Moisture content; LL= Liquid Limit; PI= Plasticity Index; LS= Linear Shrinkage; MDD= Maximum Dry Density; OMC= Optimum Moisture Content; CBR= California Bearing Ratio

4. Pavement Design Recommendations

4.1 Design CBR Value

For the purpose of designing the proposed new roads on this site design CBR values as shown

in Table 3 have been adopted for the natural silty clay and clayey silt subgrade for different

roads. To provide a final pavement design, once the roads are excavated down to subgrade

level based on the geotechnical properties of the subgrade a new pavement design will be

undertaken to confirm the actual pavement thickness.

Table 3. Adopted Design CBR Values

Road Name & Associate Adopted Comment Boreholes Design

CBR Value Road 3 (Lot 91), Road 1 and 4% The CBR values were factored down to a CBR of Lane 1 4%.

Road 2, Road 4 and Lane 2 10% The CBR values were factored down to a CBR of

10%.

10


4.2 Traffic Data

The following design traffic parameters have been considered in the pavement analysis Part

2: Austroads Pavement Structural Design (2012).

Table 4. Traffic loading design parameters

Description Adopted value

Design Life 20 years Annual Average Daily Traffic (AADT) 1,200vpd Direction Factor 0.5 Lane Distribution Factor 1.0

Percentage of Heavy vehicle 6% Heavy Vehicle Growth Rate 1.5

NHvAG 2.2 ESA/HVAG 0.6 Design Traffic Load 5xl05 DESAs

4.3 Proposed Pavement Composition

The following pavement composition designed based on Austroads Pavement Structural

Design (2008) is presented in Tables 5 and 6. The following Pavement composition is

proposed for Road 3 in Lot 91, Road 1, and Lane 1.

Table 5. Pavement Design Details (Adopted CBR value of 4%)

Wearing Course: 50mm AClO Asphaltic Concrete, applied in 2 layers of 25mm each,

Roundabouts - 75mm of SBS Polymer Modified AC14 constructed at

one time

Interlayer Single Coat Hot Bitumen Flush Coat in accordance with RMS

Specification R106-R107

Base Course 160mm, 20mm Densely Graded Base (DGB20), compacted to not less

than 98% of modified compaction AS 1289.5.4.1 (2007)

Subbase Course 260mm, 40mm Densely Graded Subbase (DGS40) in 2 layers, or

crushed sandstone to Orange City Council's specifications,

compacted to not less than 98% of modified compaction AS 1289.5.4.1

(2007)

Subgrade Existing natural Silty Clay compacted to not less than 100% of

standard compaction AS 1289.5.4.1 (2007).

Note: To provide a final pavement design, once the roads excavated

down to subgrade level based on the geotechnical properties of the

subgrade a new pavement design will be undertaken to confirm the

actual pavement thickness.

11


The following Pavement Composition is proposed for Road 2, Lane 2, and Road,

Table 6. Pavement Design Details (Adopted CBR value of 10%)

Wearing Course: 50mm AC10 Asphaltic Concrete, applied in 2 layers of 25mm each,

Roundabouts - 75mm of SBS Polymer Modified AC14 constructed at

one time

Interlayer Single Coat Hot Bitumen Flush Coat in accordance with RMS

Specification R106-R107

Base Course 160mm, 20mm Densely Graded Base (DGB20), compacted to not less

than 98% of modified compaction AS 1289.5.4.1 (2007)

Subbase Course 150mm, 40mm Densely Graded Su bbase (DGS40), or crushed

sandstone to Orange City Council's specifications, compacted to not

less than 98% of modified compaction AS 1289.5.4.1 (2007)

Subgrade Existing natural Silty Clay compacted to not less than 100% of

standard compaction AS 1289.5.4.1 (2007).

Note: To provide a final pavement design, once the roads excavated

down to subgrade level based on the geotechnical properties of the

subgrade a new pavement design will be undertaken to confirm the

actual pavement thickness.

4.4 Subgrade Preparation

The subgrade shall be compacted to give a density ratio of 100% Standard determined using

AS1289.5.4.l (2007) -"Methods of Testing Soils for Engineering Purposes". Compaction

certificates, from a N.A.T.A. registered laboratory, verifying this are to be submitted to

Council's Engineer or the Accredited Certifier prior to placement of the pavement materials.

Non-cohesive soils are to be compacted to give a density index of 80%, determined using

AS1289.5.6.1 (1998) --"Methods of Testing Soils for Engineering Purposes". Testing to be

carried out at the rate of one test per 50 lineal metres of road, with a minimum of two tests

on any one road.

Where areas of subgrade fail a roller test the defective material shall be removed and replaced

with similar sound material or other material approved by Council's Engineer or the

Accredited Certifier and shall be re-tested to ensure a satisfactory inspection.

It is recommended that any uncontrolled fill material or soft spots encountered m the

proposed subgrade be removed to reveal stiff/very stiff silty clay. The removed section of the

subgrade shall be backfilled to the underside of the pavement level, in layers not exceeding

12


200 mm loose thickness with select fill or site derived clay material compacted to 98-102% of

maximum dry density of standard compaction (AS 1289.5.1.1) with moisture condition at the

equilibrium moisture content or -2% to +2% of the optimum.

4.5. Base Preparation

The road pavement shall be constructed on the sub-base in uniform layers to provide the

pavement thickness in accordance with the pavement design. No individual layer shall be

more than 200mm or less than 100mm compacted thickness. The base course material shall

be uniformly compacted with the required moisture content to achieve satisfactory

compaction and shall be graded and trimmed parallel to the designed finished surface.

Where stabilised crushed rock is used as the base course material, it shall be spread and

compacted within twenty-four (24) hours of delivery.

4.6. Compaction Requirements

The subbase and base course materials is to be compacted to give a density ratio of at least

98% Modified, determined using AS1289.5.4.1 (2007) --"Methods of Testing Soils for

Engineering Purposes". Compaction certificates from a N.A.TA. Registered laboratory,

verifying this, are to be submitted to Council's Engineer or the Accredited Certifier prior to

placement of the base course. Testing shall be carried out at the rate of one test per 50 lineal

metres of road, with a minimum of two tests on any one road.

During compaction operations the moisture content of the material of a layer or course shall

be uniformly adjusted throughout so as not to exceed Optimum Moisture Content or be less

than Optimum minus 3% or as otherwise approved.

Inspection of the subgrade, subbase, and base courses by a Council Engineer or the

Accredited Certifier will be a roller test, using a steel wheeled three-point roller having a

weight of at least ten (10) tonnes or at Council's discretion. The placement of pavement

material shall not commence until after a satisfactory inspection by Council's Engineer or the

Accredited Certifier.

4.7. Subsurface Drainage

It should be noted that the pavement construction must be accompanied by improvement of

the subsurface and surface drainage of the road.

13


Subsurface drainage may also be complemented by the use of table or spoon drains on both

sides of the pavement, or just on the inside of the pavement if kerb and channel is to be

constructed on the lower side. Careful consideration should be given to minimize the

potential for the water in the table drain to infiltrate the pavement subgrade. It is

recommended that some form of erosion protection is provided to the table drains if these

are to be utilized on the outer side of the road shoulders. To improve the trafficability of the

site and to minimize any construction delays, adequate drainage of whole site during

construction should be provided. No pooling of water at the surface should be allowed. The

pavement should be constructed with a minimum of 3% cross fall subject to further design

consideration by the Design Engineers.

4.8. Construction Works

It is recommended that Geotesta be engaged to provide a site inspection during the early

stage of construction to confirm that the ground conditions of the subgrade along the

proposed pavement construction are consistent with the assumptions or findings in this

report.

14


5. Earthworks Recommendations

5.1 Excavation

The new road will require minor earthworks to be undertaken. Cut operations in the firm to stiff subgrade is not expected to encounter any difficulty with standard excavation machinery.

5.2 Temporary Cut Batters

Unsupported excavation of up to 1.5m into the existing soil profile should be no steeper than lH:1 V. For excavation deeper than 1.5m, the cut batter should be no steeper than 2H:1 V. The above recommendations assume that there is no existing structure adjacent to the excavation area. Even at the above cut batters it should be noted that following rainy periods, some degree of fretting and minor slumping of the soil is anticipated.

5.3 Excavation Adjacent the Existing Footing or Structures

Excavations performed adjacent to existing footings or structures have the potential to undermine them. Excavations should only be undertaken above the footing pressure projection line which, as a guide, can be taken as a line projected 40° from the horizontal at the base of the footing.

5.4 Erosion and Sediment Control

An Erosion and Sediment control plan should be implemented before commencing any earthworks for the proposed project. Some general guidelines to be taken into consideration when preparing an Erosion and Sediment control plan include:

• Establishing a single entry and exit point when construction work commences;

• Minimise the area to be cleared and retain as much vegetation as possible;

• Install sediment control fences along the low side of the site before commencing work;

• Fill in and compact all areas as soon as practicable;

• Divert rainwater run-off away from the work site and install a silt trap around the site perimeter during construction;

• Provide temporary earth drain around the proposed site if possible, to prevent water logging within the exposed earth banks.

15


5.5 Earthworks

Material used for any filling operations which may be required at the site should be free of organic and/or unsuitable material and must be placed in loose layers not exceeding 250mm thickness. All engineered fill will need to be compacted to achieve a minimum dry density ratio of 98% Standard Compaction with the test performed in accordance with Australian Standard AS 1289 5.1.1. Water content of the fill should be reduced by aeration or increased by adding water as necessary to achieve the required compaction.

5.6 Compaction Requirements

Compaction of backfill material is required to ensure that excessive surface settlement does not occur. The required backfill density and minimum frequency of testing for compaction control as detailed in AS 3798 -- 2007 are summarised below:

• 1 test per layer per 500m2; or

• 1 test per 100m3 distributed reasonably evenly throughout full depth and area; or

• 3 tests per visit (whichever requires the most tests)

Testing should be undertaken in accordance with AS 1289 "Methods of testing for soil engineering purposes". Tested layers that do not satisfy the outlined criteria are to be stripped, replaced, re-compacted and re-tested to achieve the minimum compaction requirement specified above.

Testing of compaction density should be undertaken by a suitably qualified geotechnical testing company.

DOCUMENT CONTROL

Date Version Report Prepared Report Reviewed by: By:

28 April 2020 NE633 Saeed Bahrami BEng Graduate Engineer

Mohammad Hossein Bazyar BEng MEng Ph.D MIEAust CPEng NER Senior Geotechnical Engineer

16


Information about This Report The report contains the results of a geotechnical investigation conducted for a specific purpose and client. The results should not be used by other parties, or for other purposes, as they may contain neither adequate nor appropriate information. In particular, the investigation does not cover contamination issues unless specifically required to do so by the client.

Test Hole Logging The information on the test hole logs (boreholes, test pits, exposures etc.) is based on a visual and tactile assessment, except at the discrete locations where test information is available (field and/or laboratory results). The test hole logs include both factual data and inferred information.

Groundwater Unless otherwise indicated, the water levels presented on the test hole logs are the levels of free water or seepage in the test hole recorded at the given time of measuring. The actual groundwater level may differ from this recorded level depending on material permeability (i.e. depending on response time of the measuring instrument). Further, variations of this level could occur with time due to such effects as seasonal, environmental and tidal fluctuations or construction activities. Confirmation of groundwater levels, phreatic surfaces or piezometric pressures can only be made by appropriate instrumentation techniques and monitoring programmes.

Interpretation of Results The discussion or recommendations contained within this report normally are based on a site evaluation from discrete test hole data. Generalized, idealized or inferred subsurface conditions (including any geotechnical cross-sections) have been assumed or prepared by interpolation and/or extrapolation of these data. As such these conditions are an interpretation and must be considered as a guide only.

Change in Conditions Local variations or anomalies in the generalized ground conditions do occur in the natural environment, particularly between discrete test hole locations. Additionally, certain design or construction procedures may have been assumed in assessing the soil-structure interaction behavior of the site. Furthermore, conditions may change at the site from those encountered at the time of the geotechnical investigation through construction activities and constantly changing natural forces. Any change in design, in construction methods, or in ground conditions as noted during construction, from those assumed or reported should be referred to GEOTESTA for appropriate assessment and comment.

Geotechnical Verification Verification of the geotechnical assumptions and/or model is an integral part of the design process investigation, construction verification, and performance monitoring. Variability is a feature of the natural environment and, in many instances, verification of soil or rock quality, or foundation levels, is required. There may be a requirement to extend foundation depths, to modify a foundation system or to conduct monitoring as a result of this natural variability. Allowance for verification by geotechnical personnel accordingly should be recognized and programmed during construction.

Reproduction of Reports Where it is desired to reproduce the information contained in our geotechnical report, or other technical information, for the inclusion in contract documents or engineering specification of the subject development, such reproductions should include at least all of the relevant test hole and test data, together with the appropriate standard description sheets and remarks made in the written report of a factual or descriptive nature. Reports are the subject of copyright and shall not be reproduced either totally or in part without the express permission of Geotesta

17


APPENDIX A

BORE LOGS RESULTS

18

C, «GEOTESTA

BOREHOLE LOG BOREHOLE No: BH1

Page: of 7

Client:

Project: Job No:

Bathla Group See Figure 1

Geotechnical Site Investigation NE633

__________ Easting:

Location: 91-131 Shiralee Road, Orange Date Drilled: 23/03/20

Drilling Co:

Driller: Rig Type: Inclination: Bearing:

ANiAshjar Northing: See Figure 1 Piy41T Gnid Ref: Vertical Collar RL: Vertical Logged by: S.B Checked by: M.H.B

Test Method: AS 1289.6.3.2-1997 & AS 1726-2017

consistency:

MATERIAL DESCRIPTION Type, colour, particle size and shape, structure

FIELD TESTS & NOTES

Top Soil: sandy SILT with sand and grass root, light brawn M

4

'a la,cw.iliac...eds.%.%sis.ad ts hods

Grades:with clay seam,grey

Cl Silty CLAY, brown/mottle grey, medium plasticity

Grades: residual clay, grey

Grades: with shale fragment

M

Drilling terminated @ 4.3m at target depth

9 12 23

DCP terminated N>20

Atterberg/Linear Shrinkage @1.5m

vs very soft VL

s soft F firm MD ST stiff D VST very stiff VD H hard WC well compacted soil classification:

relative density:

very loose loose

medium dense dense very dense

soil is classified in accordance with AS1726 unless otherwise noted

moisture: Notes:

D Dry

M Moist

W Wet S Saturated water: ywater level

No groundwater was encountered Disturbed Sample

EL: extremly low strength y level risen to

~ water inflow

sampling/ testing: I intact sample from core

~ intact tube sample

Standard Penetration Test

B Bulk sample Supp Su from Pocket Penetrometer Suv Su from Field Vane Shear test

GEOTESTA PTYLTD

C, «GEOTESTA


Page: 2 of 7 Client:

Project: Job No:

Bathla Group



Drilling Co:


__________ Easting:

AN Asbjar] Northing: Py41T Gid Ref: Vertical Collar RL: ---------- Ve rt i ca I Logged by:

See Figure 1

See Figure 1

S.B Checked by: M.H.B Test Method: AS 1289.6.3.2-1997 & AS 1726-2017

3 5 6 £ • £ :::; 0 0 MATERIAL DESCRIPTION 5 c & a Type, colour, particle size and shape, structure c ~ 0 0

5 " 9 c

0.00 Top Soil: sandy SILT with sand and grass root, brown M

ML Clayey SILT, light bown, low plasticity

CL CLAY with silt, orange brown, low/medium plasticity

SH SHALE, orange/dark red, extremely weathered, extremly low

strength

M VST/H 6 18 7

7 9

M VST/H 11 9 10 9 9

EL 14 20

SHALE, orange/dark red, highly weathered, very low strenght VL

Drilling terminated @ 3m(Refusal)

FIELD TESTS & NOTES


DCP terminated N>20

consistency: relative density:

VS very soft VL very loose

s soft loose

F firm MD medium dense ST stiff D dense VST very stiff VD very dense H hard WC well compacted soil classification: sell is classified In accordance with AS 1726

moisture: Notes:

D Dry M Moist

W Wet S Saturated water: y water level

unless otherwise noted



~ water inflow



~ Standard Penetration Test


C, «GEOTESTA


Page: 3 of 7

Client:

Project: Job No:

Bathla Group



Drilling Co:


__________ Easting: See Figure 1

ANiAshjari Northing: See Figure 1 Py1T Grid Ref: Vertical Collar RL Vertical Logged by: S.B Checked by: M.H.B

Test Method: AS 1289.6.3.2-1997 & AS 1726-2017

F rn 8 e 0 % ~ £ DESCRIPTION r "' u U) MATERIAL

5 rn & a Type, colour, particle size and shape, structure 5 0 0 5 9

(')

FIELD TESTS & NOTES

Top Soil: sandy SILT with sand and grass root, light brown

Cl Silty CLAY, brawn/red brown, low plasticity

SH SHALE, orange/dark red, extremely weathered, extremly low

strength

SH SHALE, orange/dark red, highly weathered, very low strenght

5.00

~ 8£ a_ 22 0 ID u 5% 0

u

M

12 D-M H 9

10 12 12 11 12 15 22

EL

VL

Drilling terminated @ 1.5m (Refusal)

DCP terminated N>20 Atterberg/Linear Shrinkage

@0.9m

consistency:

VS very soft VL

s soft L F firm MD ST stiff D VST very stiff VD H hard WC well compacted soil classification:


relative density:

very loose

loose


soil is classified in accordance with AS1726

moisture:

D Dry

M Moist

w Wet s Saturated

Notes:


water: Y water level

EL: extremly low strength .Y level risen to

~ water inflow




8 Bulk sample Supp Su from Packet Penetrometer Suv Su from Field Vane Shear test

GEOTESTA PTY LTD

C, «GEOTESTA



Project: Job No:

Bathla Group See Figure 1


Location: 91-131 Shiralee Road, Orange Date Drilled: 23/03120

Drilling Co:


__________ Easting:

MwAshjaf Northing: See Figure 1 Py417 Gadd Ref: Vertical Collar RL: ---------- Vertical Logged by: S.B Checked by: M.H.B

Test Method: AS 1289.6.3.2-1997 & AS 1726-2017

6 £ a C. 9 0


FIELD TESTS & NOTES

0.00 Top Soil: silty SAND with sand and grass root, brown

consistency:

CL Silty CLAY, brown/red brown, low plasticity

>,

£ a d 0 %5 u {% 0

u

M

5 3

M ST 4 3

VST/H 6 8 12 10 9

8

Drilling terminated @ 3.0m (Refusal on possible Shale)

11 11 11 11 10 13 16 11 9 8


DCP terminated N>20

vs very soft VL

s soft L

F firm MD ST stiff D VST very stiff VD H hard WC well compacted soil classification:


relative density:

very loose

loose


soil is classified in accordance with AS 1726

moisture:

D Dry M Moist

w Wet s Saturated

Notes:


water: Y. water level


~ water inflow





GEOTESTA. PTY LTD

C, «GEOTESTA


Page: 5 of 7

Client:

Project: Job No:

Bathla Group



Drilling Co:



ANMi Ashjaf] Northing: See Figure 1 Piy41T GndRet Vertical Collar RL: ---------- Ve rt i ca I Logged by: S.B Checked by: M.H.B

Test Method. AS 1289.6.3.2-1997 & AS 1726-2017

3 E Ji a 3 &


FIELD TESTS & NOTES

Top Soil: silty CLAY with sand and grass root, light brown M

CL Silty CLAY, light brown, low plasticity


Grades: residual clay, grey/brown

Grades:brown

Drilling terminated @ 4.4m at target depth

M ST 4

4 VST Atterberg/Linear Shrinkage

8 @0.5m

8 8

H 11 DCP terminated N>20


vs very soft VL very loose

s soft L loose

F firm MD medium dense

ST stiff D dense VST very stiff VD very dense H hard

water: y water level

WC well compacted soil classification: soil is classified in accordance with AS1726 unless otherwise noted

moisture:

D Dry M Moist

w Wet s Saturated

Notes:



~ water inflow



B


Bulk sample Supp Su from Pocket Penetrometer Suv Su from Field Vane Shear test

GEOTESTA PTY LTD

C, «GEOTESTA



Project: Job No:

Bathla Group



Drilling Co:



ANiAsbjani Northing: See Figure 1 Fby411 Gid Ref Vertical Collar RL: ---------- Vertica I Logged by: S.B Checked by: M.H.B

Test Method: AS 1289.6.3.2-1997 & AS 1726-2017

3 £ 0 a 9 CJ


FIELD TESTS & NOTES

Top Soil: sandy SILT with sand and grass root, brown

Fill:sandy CLAY, brown

CL Silty CLAY, brown/red brown, low plasticity


~ 8£

0 d U

5 0

{% 0

0

M

3 4

M WC 5 7

M H 12 13 16 17 13 13 15 14 13 13 17

SH SHALE, dark red, extremely weathered, extremly low

strenght EL

SH SHALE, dark red, highly weathered, very low strenght VL

Drilling terminated @ 3.5m(Refusal)


DCP terminated N>20


VS very soft VL very loose

s soft loose

F firm MD medium dense ST stiff D dense VST very stiff VD very dense H hard WC well compacted soil classification: soil is classified in accordance with AS1726

water: y water level


moisture:

D Dry

M Moist

w Wet s Saturated

Notes:


EL: extremly low strength Y, !evel risen to

~ water inflow

j. El intact tube sample



C, «GEOTESTA


Page: 7 of 7

Client:

Project: Job No:

Bathla Group



Drilling Co:



ANiAsbjan' Northing: See Figure 1 Py41] Grid Ref Vertical Collar RL: ---------- Ve rt i ca I Logged by: S.B Checked by: M.H.B

Test Method: AS 1289.6.3.2-1997 & AS 1726-2017


FIELD TESTS & NOTES

Top Soil: silty SAND with sand and grass root, brown

Fill:sandy CLAY, brown

Cl Silty CLAY with shale fragment, brown, low/medium plasticity

~ 2£ a_ U

% u g% 0

0

M 4 3

M WC 17

H 13 14 17 19 20

CH CLAY with silt,dark brown, medium/high plasticity

5.00

Grades:mosit/wet M/

Drilling terminated @ 4.0m (Refusal on possible Shale)


DCP terminated N>20

consistency:

vs very soft VL s soft L F firm MD ST stiff D VST very stiff VD H hard WC well compacted

relative density:

very loose loose


soil classification: soil is classified in accordance with AS1726 unless otherwise noted

moisture: Notes:

D Dry M Moist

W Wet S Saturated water:

water level

No groundwater was encountered

Disturbed Sample


~ water inflow



~ Standard Penetration Test


GEOTESTA PTY LTD


APPENDIXB

LABORATORY TEST CERTIFICATES

19

115 Wicks Road Macquarie Park, NSW 2113 PO Box 976 North Ryde, Bc 1670 Telephone: 02 9888 5000 Facsimile: 02 9888 5001 Email: [email protected]

5s SOIL TEST SERVICES

ABN 43 002 145 173

FOUR DAY SOAKED CALIFORNIA BEARING RATIO TEST REPORT

Client: Geotesta Pty Ltd

Geotesta Job No.: NE633 Location: 91-131 Shiralee Road, Orange, NSW

C.B.R. value: @2.5mm penetration

BH 2 0.50 - 1.00

4.5 1.74 STD

19.1 1.74 100 102

15.6 19.5

23.2 21.9 0

1.0

5

Ref No:

Report: Report Date: Page 1 of 1

BH 3 BH 4 BH 5 BH 6 0.20 - 0.80 0.50 - 1.50 0.20 - 0.80 0.40 - 1.00

4.5 4.5 4.5 4.5 1.66 STD 1.70 STD 1.81 STD 1.85 STD

20.8 19.8 15.7 13.5 1.66 1.69 1.80 1.84 100 99 100 100 101 97 102 100

15.9 18.2 17.0 9.7 21.0 19 2 15.9 13.6

22.8 22.1 23.2 18.6 22.0 20.6 17.1 15.6 0 0 0 0

1.0 0.0 1.0 0.0

20 13 5 9

L4423E

1 1/04/2020

BOREHOLE NUMBER DEPTH (m) Surcharge (kg) Maximum Dry Density (t/m") Optimum Moisture Content(%) Moulded Dry Density (t/m") Sample Density Ratio (%) Sample Moisture Ratio (%) Moisture Contents

Insitu (%) Moulded(%) After soaking and After Test, Top 30mm(%)

Remaining Depth (%) Material Retained on 19mm Sieve (%) Swell(%)

BH 7 0.40- 1.10

4.5 1.49 STD

28.5 1.49 100 100

22.7 28.5

32.2 31.2 0 0.5

16

NOTES: Sampled and supplied by client Samples tested as received. • Refer to appropriate Borehole logs for soil descriptions • Test Methods: AS 1289 6.1.1,5.1.1& 2.1.1 • Date of receipt of sample: 25/03/2020.

~ NATA

" NATA Accredited Laboratory Number.1327

Accredited for compliance with SO/IEC 17025- Testing. This document shall not be reproduced except in full without approval of the laboratory . Results relate only to the iterns tested or sampled.

All services provided by STS are subject to our standard terms and conditions. A copy is available on request. orrasomwioa» o. 1woo /

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