Yumbah Nyamat Works Approval Application October Appendix J. Geotechnical Site Investigation

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1 Yumbah Nyamat Works Approval Application October 2018 Appendix J Geotechnical Site Investigation

GEOTECHNICAL SITE INVESTIGATION PROJECT NO: 23269-1 Client: Proposed: Location: P DESIGN GROUP

Anthony Drummond Statewide Geotechnical (Aust) Pty Ltd 17-20 Summer Lane, Ringwood 3134 - Phone:

2 GEOTECHNICAL SITE INVESTIGATION PROJECT NO: Client: Proposed: Location: P DESIGN GROUP NEW AQUACULTURE FACILITY DUTTON WAY PORTLAND Date: 22 nd June, 2018 Distribution: Anthony Drummond Statewide Geotechnical (Aust) Pty Ltd Summer Lane, Ringwood Phone: Fax: geo@statewidedrilling.com.au ABN: ACN:

3 STATEWIDE GEOTECHNICAL (AUST) PTY LTD 1.0 INTRODUCTION 1.1 Commission In response to a request by P Design Group, Statewide Geotechnical (Aust) Pty Ltd undertook a geotechnical investigation at the site of proposed new aquaculture facility located at Dutton Way, Portland. 1.2 Proposed Construction It is understood that the proposed construction will involve construction of a new aquaculture facility for cultivation of abalone. The facility will incorporate a series of on grade tanks with separating of drains, all of which will be built on site. Pump house and equipment sheds will be constructed in the south-western front (front corner of the site). It is assumed the proposed buildings will be clad structures supported on pad footings incorporating infill floor slab. 1.3 Site Description The site is located to the north-west of the Dutton way and bounded by large farm lands. Currently the site is mostly vacant and occupied by a number of small scattered sheds and single storey buildings. The majority of the surface of this site is currently covered with grass. A small drain is traversing across the site from north-west to south-east direction. There were no trees on or within the vicinity of the building envelope at the time of investigation. Key site details are summarised on attached Figure 1. A few photos looking across the site is shown below and on the title page of this report. 1.4 Climatic Region This site is classified as being within the Class 1 Alpine/Wet Coastal Climatic Region. 1.5 Aims of Investigation Provide site specific advice in relation to; Earthworks, Site Preperation, site trafficability. Subgrade preparation Appropriate footing systems and design bearing pressures. Pavement and floor slab design recommendations. Site Classification (Residential Slabs and Footings code). Construction and site maintenance requirements. Project No: Page 2 22/06/2018

4 STATEWIDE GEOTECHNICAL (AUST) PTY LTD Photograph 1: The drain running across the site Photograph 2: water ponded area near the fence Project No: Page 3 22/06/2018

5 STATEWIDE GEOTECHNICAL (AUST) PTY LTD Photograph 3: Temporary water monitoring bore Photograph 4: Existing sheds of the site Project No: Page 4 22/06/2018

6 STATEWIDE GEOTECHNICAL (AUST) PTY LTD 2.0 SCOPE OF INVESTIGATION Fieldwork was carried out by engineering staff from this firm on 30 th ay, Seven (7) boreholes were drilled with hand probe and a 4WD mounted drill rig and the subsurface profiles logged, sampled and appropriately strength/density tested. Borehole locations are shown in Figure RESULTS OF INVESTIGATION 3.1 Regional Geology The site is identified on the Geological Survey of Victoria PORTLAND Sheet (1:63,360) as being located within the Province of Quaternary Swamp Deposits including sands, silts and clays. 3.2 Borehole Profile Details of the subsurface conditions encountered during drilling are summarized as follows: Boreholes 1-4, 7 Silty SAND, dark brown / grey becoming light grey, fine grained, loose to medium dense, extending to 3.0m. Boreholes 5-6 Silty CLAY / Clayey SILT some fine sand, dark grey, soft to firm, extending to 1.6m, underlain by, Clayey SAND, some calcarenite gravel, light brown / pale grey, medium dense, extending to 2.0m. 3.3 Soil oisture and Groundwater The soil profile is generally described as dry to moist becoming very moist to wet. A temporary ground water monitoring well was installed at the location of BH6. The standing water level measured in the installed monitoring well 14 hours after installation is at 1.0m. The standing water level in borehole 7 is at 1.4m below the existing surface level measured 15minutes after drilling. 3.4 Site Classification The north-western portion of the site, where some clay was intersected is classified as Class H1, and the area with deep silty sand layer is classified as Class S in accordance with AS : 3.5 Field Testing Dynamic Cone Penetration (DCP) testing was conducted directly adjacent to borehole 4 with test penetration extending from surface to depths of 1.0m. The results are shown in the borehole log. A summary of test results are shown in Table 3 below. Project No: Page 5 22/06/2018

7 STATEWIDE GEOTECHNICAL (AUST) PTY LTD Borehole Table 1: In-situ CBR Values Description Penetration (mm/blow) In Situ CBR (%) BH1 Silty SAND 35 5 The above results were conducted in natural sand which were described dry to moist. In situ DCP Test results will vary according to the soil moisture content of the materials being tested. Results are also influenced by grain size and compaction within granular soil types. The same tests conducted after a period of extended rainfall would result in lower values. 4.0 SITE PREPARATION RECOENDATIONS In conjunction with any excavation to achieve required grade levels the site shall be prepared in accordance with Section 6 of AS (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 and excavation backfilled using suitable imported or existing granular fill placed in maximum 150mm layers with each layer separately and uniformly well compacted to at least 98% Standard Compaction Density. Suitable imported fill used to achieve design grades or replace unsuitable excavated/stripped material will comprise a CLASS 2 or CLASS 3, 20-40mm, clay and silt fines <30%, liquid limit <35%, QUARRY PRODUCT or equivalent CRUSHED CONCRETE PRODUCTS. 5.0 DESIGN RECOENDATIONS 5.1 Spread Footings Building superstructure can be supported on spread footings (strip or pad). Spread footings should be founded at least 600mm into Silty SAND / Silty CLAY. Spread Footings can be proportioned using a maximum allowable bearing pressure not exceeding 100kPa for Pad footings and strip footings. Settlement of footings which are based into very stiff silty clay will be less than 25mm. 5.2 In Fill Floor Slab The proposed floor slab can be constructed following site levelling and preparation onto compacted site Fill as described in Section 4.0. Slab design can be based on a Subgrade Reaction odulus (k) of 27kPa/mm or a CBR of 3.0%. Project No: Page 6 22/06/2018

8 STATEWIDE GEOTECHNICAL (AUST) PTY LTD 5.3 General Footings Advice It is essential that all foundation excavations be based in natural soil which is neither soft nor saturated. Should such conditions be encountered, then additional deepening to achieve a firm excavation base is required. 6.0 SITE AINTENANCE Articulation of asonry Walls: All masonry walls should be adequately articulated in accordance with the recommendations outlined by the Cement and Concrete Association of Australia in Technical Note 61, Articulated Walling. Articulation spacing s should not exceed the spacing s given in Table 1 of Technical Note 61 unless structural design of the proposed structures is able to accommodate increased spacing s. Articulation joints should also be provided at the transition points where more than one footing type is being used. An adequate articulation joint may comprise of either a full height opening or a full height vertical joint in the brickwork, extending from the footing up to the eaves. A combination of the two is also considered to be adequate. General Site Drainage: It is essential that no water be allowed to pond against footings once they have been constructed. The ground adjacent to the footings should be graded as soon as footing construction has been completed so as to provide a grade of at least 1 in 20 over the first 2.0 metres. Alternatively, all water run-off should be collected and permanently channelled away from the proposed structures. Water should not be permitted to pond in footing excavations for any length of time during construction. Service Trenches and Easements: The presence of service trenches and easements is a common cause of unsatisfactory performance of foundations through either direct undermining or through the introduction of undesirable levels of soil moisture. For this reason, we recommend; Where footings/edge beams are located in close proximity or adjacent to the backfilled service trench or easement, the footing/edge beam must be deepened and founded 500mm below the level of plane of inclination of 45 o above horizontal extending outwards from the base of the trench or filling (as illustrated by figure C6.4.1 AS ). Piles should be deepened so as to maintain their design bearing pressures. This includes service trenches which may be present on adjacent sites or on site prior to the current development (such as abandoned stormwater and sewer trenches). Significant additional deepening (greater than nominal depth of 1.50m) may necessitate the footing / edge beam to be suspended to an engineer design, and this office should be contacted for further advice. All service trenches should be sloped away from the building as per AS section (b, c and d) and be backfilled with non-permeable material as per AS section (b). Project No: Page 7 22/06/2018

STATEWIDE GEOTECHNICAL (AUST) PTY LTD Backfill material should ideally comprise weak mix concrete, mortar or (preferably) cement stabilized soil, or clean adequately tamped / compacted clay placed

9 STATEWIDE GEOTECHNICAL (AUST) PTY LTD Backfill material should ideally comprise weak mix concrete, mortar or (preferably) cement stabilized soil, or clean adequately tamped / compacted clay placed marginally wet of optimum. Permeable or granular material such as sand, gravel ¼ minus, or building rubble, should not be used to backfill service trenches in proximity to building foundations. 7.0 GENERAL ADVICE All contractors must be well briefed as to the requirements and specifications in this report. To minimize the likelihood of misinterpretation, this report must not be reproduced unless in full and contractors given ready access to the complete report. This report is based on the assumptions that conditions revealed through selective sampling are indicative of the actual conditions throughout the site, i.e. correlation between boreholes. Variations between boreholes may exist due to previous land use or natural geologic processes. Additional deepening of the foundations, deeper than the minimum specified founding depths in this report, may be required. The actual subsurface conditions can be discerned only during earthworks when the subsurface profile can be directly observed. Inspection of all foundation excavations, site works and compaction must be conducted by a suitably qualified, experienced engineer, engineering geologist, building surveyor or similar to ensure that the founding material and site works are in accordance with this report. Should there any doubt, this office should be immediately contacted. For and on behalf of Statewide Geotechnical (Aust) Pty Ltd David Alkemade Sc, B.Eng (Geo) Engineering anager Dr Sasika Rathnaweera IE (Aust), PhD (Geo), BSc Geotechnical Engineer Project No: Page 8 22/06/2018

10 FINE GRAINED SOILS (more than half of material less than 63mm is smaller than 0.075mm) COARSE GRAINED SOILS (ore than half of material less than 63mm is larger than 0.075mm) APPENDIX 1 Description of Soils: Refer AS Sheet 1 of 2 ajor Divisions Particle Size (mm) USCS Group Symbol Typical Names Laboratory Classification BOULDERS 200 COBBLES 63 % <0.075 mm Plasticity of Fine Fraction GRAVELS (more than half of coarse fraction is larger than 2.36mm) Coarse 20 edium 6 Fine 2.36 GW GP G GC Gravel & gravel-sand mixtures, little or no fines Gravel & gravel sand mixtures, little or no fines, uniform gravels Gravel-silt mixtures & gravelsand-silt mixtures Gravel-clay mixtures & gravel-sand-clay mixtures Below A line or Pl<4 Above A line and PI>7 >4 Between 1 & 3 Fails to comply with above SANDS (more than half of coarse fraction is smaller than 2.36mm) Coarse 0.6 edium 0.2 Fine SW SP Sand & gravel-sand mixtures, little or no fines Sand & gravel-sand mixtures, little or no fines >6 Between 1 & S Sand-silt mixtures SC Sand-clay mixtures Below A line or Pl<4 Above A line & Pl >7 Fails to comply with above SILTS & CLAYS (Liquid Limit 50%) L CL Cl Inorganic silt & very fine sand, rock flour, silty or clayey fine sand or silt with low plasticity Inorganic clay of low to medium plasticity, gravelly clay, sandy clay Plasticity Chart OL Organic silt H Inorganic silt SILTS & CLAYS (Liquid limit >50%) CH Inorganic clay of high plasticity OH Organic clay of medium to high plasticity, organic silt HIGHLY ORGANIC SOILS Pt Peat, highly organic soil Secondary & inor Soil Components Term % Fines For Coarse Grained Soils % Coarse For Fine Grained Soils Field Assessment Trace 5 15 Presence just detectable by feel or eye. Properties little or no different to those of primary soil. With > 5 12 > Presence easily detected by feel or eye. Properties little or no different to those of primary soil. Prefix as silty / sandy, as applicable > 12 > 30 Presence obvious by feel or eye. Properties of soil are altered from those of the primary soil.

11 APPENDIX 1 Description of Soils: Refer AS Sheet 2 of 2 Term Dry oist Wet Log Symbol D W Soil oisture Condition Description Cohesive soils; hard and friable or powdery, well dry of plastic limit. Granular soils; non-cohesive and freerunning Soil feels cool, darkened in colour. Cohesive soils can be moulded. Granular soils tend to stick together. Soil feels cool, darkened in colour. Cohesive soils usually weakened and free water forms when handling. Granular soils tend to stick together and free water forms when handling. NOT OBSERVED NOT ENCOUNTERED BS DS U60 ES SPT PP=145kPa DCP Ground Water Standing Water Level (dark) Inflow Outflow Ground water observation not possible. Ground water may or may not be present Ground water was not evident during excavation or a short time after completion Sampling & Testing Bulk Sample Disturbed Sample Thin walled tube sample. Number indicates nominal sample diameter in mm Environmental Sample Standard Penetrometer Test Pocket Penetrometer Test. Result expressed in kpa Dynamic Cone Penetrometer Test Term Field Assessment Consistency Essentially Cohesive Soils Log Symbol Undrained Shear Strength S u (kpa) Unconfined Compressive Strength q u (kpa) Very soft Sticks between fingers when squeezed in hand Vs < 12 < 25 Soft Easily moulded with fingers S Firm Can be moulded by strong pressure of fingers F Stiff St Not possible to mould with fingers Very stiff VSt Hard Can be indented with difficulty by thumb nail H > 200 > 400 Friable Can be easily crumbled or broken into small pieces by hand Fb - - Consistency Non-Cohesive Soils Term Log Symbol Density Index (%) Very loose VL 0-15 Loose L edium dense D Dense D Very dense VD Standard Penetration Test (SPT): Refer to AS Log Symbol Penetration Resistance (N) Explanation / Comment 4, 7, 11 N=18 Full penetration; N is reported on engineering borehole log 4, 18, 30-15mm N=R 30 blows causes less than 100mm penetration (3 rd interval) test discontinued 30/80mm N=R 30 blows causes less than 100mm penetration (1 st interval) test discontinued rw N<1 Rod weight only causes full penetration hw N<1 Hammer and rod weight only causes full penetration hb N=R Hammer bouncing for 5 consecutive blows with no measurable penetration test discontinued Log Symbol APC AC AWC Field Assessment of Fill Compaction Term Appears poorly compacted Appears moderately compacted Appears well compacted

12 APPENDIX 2 BOREHOLE LOGS & FIGURE Statewide Geotechnical (Aust) Pty Ltd Summer Lane, Ringwood Phone: Fax: geo@statewidedrilling.com.au ABN: ACN:

13 Statewide Geotechnical (Aust) Pty. Ltd. PROJECT No: ABN BOREHOLE LOGS Date Drilled: 31/05/18 Supervisor: CLIENT : P DESIGN GROUP PROJECT: DUTTON WAY, PORTLAND BOREHOLE NO: 1 ETHOD: A LOCATION: See attached figure DEPTH STRUCTURE ATERIAL DESCRIPTION COHESION SOIL OISTURE/ IN SITU TESTING SAPLE (m) SOIL PROFILE Silty SAND, dark brown/green becoming light green, fine grained or DENSITY L/D GROUNDWATER D/ 1.8m 2.5m DEPTH (m) PP C DCP / SPT m FINISH BOREHOLE NO: 2 ETHOD: A LOCATION: See attached figure SOIL PROFILE Silty SAND, dark brown/green becoming light green, fine grained L/D D/ 1.5m 2.0m m FINISH Sample Type U Undisturbed Sample D Disturbed Sample SPT *SPT Sample U50 Tube Sample U63 Tube Sample oisture Condition D Dry oist S Slightly oist V Very oist W Wet Seepage Entry Standing Water Level Consistency VS Very Soft S Soft F Firm St Stiff VSt Very Stiff H Hard Fb - Friable Relative Density VL Very Loose L Loose D oderately Dense D Dense VD Very Dense Testing PP Pocket Penetrometer VSH Vane Shear DCP Dynamic Cone Penetrometer *SPT Standard Penetrometer Test

14 Statewide Geotechnical (Aust) Pty. Ltd. PROJECT No: ABN BOREHOLE LOGS Date Drilled: 31/05/18 Supervisor: CLIENT : P DESIGN GROUP PROJECT: DUTTON WAY, PORTLAND BOREHOLE NO: 3 ETHOD: A LOCATION: See attached figure DEPTH STRUCTURE ATERIAL DESCRIPTION COHESION SOIL OISTURE/ IN SITU TESTING SAPLE (m) SOIL PROFILE Silty SAND, dark brown/green becoming light green, fine grained or DENSITY L/D GROUNDWATER D 2.0m (not wet in this borehole) DEPTH (m) PP C DCP / SPT m FINISH BOREHOLE NO: 4 ETHOD: A LOCATION: See attached figure SOIL PROFILE Silty SAND, dark brown/green becoming light green, fine grained L/D D/ V 2.4m DCP m FINISH Sample Type U Undisturbed Sample D Disturbed Sample SPT *SPT Sample U50 Tube Sample U63 Tube Sample oisture Condition D Dry oist S Slightly oist V Very oist W Wet Seepage Entry Standing Water Level Consistency VS Very Soft S Soft F Firm St Stiff VSt Very Stiff H Hard Fb - Friable Relative Density VL Very Loose L Loose D oderately Dense D Dense VD Very Dense Testing PP Pocket Penetrometer VSH Vane Shear DCP Dynamic Cone Penetrometer *SPT Standard Penetrometer Test

15 Statewide Geotechnical (Aust) Pty. Ltd. PROJECT No: ABN BOREHOLE LOGS Date Drilled: 31/05/18 Supervisor: CLIENT : P DESIGN GROUP PROJECT: DUTTON WAY, PORTLAND BOREHOLE NO: 5 ETHOD: A LOCATION: See attached figure DEPTH STRUCTURE ATERIAL DESCRIPTION COHESION SOIL OISTURE/ IN SITU TESTING SAPLE (m) SOIL PROFILE Silty CLAY/clayey SILT, high plasticity, dark grey, some fine sand or DENSITY S/F GROUNDWATER V/W DEPTH (m) PP C DCP / SPT 1.6 Clayey SAND, light brown, becoming pale green, some calcarenite, GRAVEL D W m FINISH BOREHOLE NO: 6 ETHOD: A LOCATION: See attached figure SOIL PROFILE Silty CLAY/clayey SILT, high plasticity, dark grey, some fine sand S/F V 1.6 Clayey SAND (almost clayey sand SILT), pale green/pale brown, some hard calcarenite bands from 1.7m to 3.5m D/D W GW Installed SWL 1.0m After 14 hours m FINISH Sample Type U Undisturbed Sample D Disturbed Sample SPT *SPT Sample U50 Tube Sample U63 Tube Sample oisture Condition D Dry oist S Slightly oist V Very oist W Wet Seepage Entry Standing Water Level Consistency VS Very Soft S Soft F Firm St Stiff VSt Very Stiff H Hard Fb - Friable Relative Density VL Very Loose L Loose D oderately Dense D Dense VD Very Dense Testing PP Pocket Penetrometer VSH Vane Shear DCP Dynamic Cone Penetrometer *SPT Standard Penetrometer Test

16 Statewide Geotechnical (Aust) Pty. Ltd. PROJECT No: ABN BOREHOLE LOGS Date Drilled: 31/05/18 Supervisor: CLIENT : P DESIGN GROUP PROJECT: DUTTON WAY, PORTLAND BOREHOLE NO: 7 ETHOD: A LOCATION: See attached figure DEPTH STRUCTURE ATERIAL DESCRIPTION COHESION SOIL OISTURE/ IN SITU TESTING SAPLE (m) 0.2 SOIL PROFILE Silty SAND, dark brown, contains organic matter and traces of CLAY Becoming light brown, becoming pale green, fine grained, some calcarenite nodules or DENSITY D L/D GROUNDWATER 1.5m DEPTH (m) PP C DCP / SPT SWL 1.4m After 15 min 1.5 Contains approx. 50% calcarenite (weathered down to a clayey SILT consistency) L/D W m FINISH BOREHOLE NO: ETHOD: LOCATION: See attached figure Sample Type U Undisturbed Sample D Disturbed Sample SPT *SPT Sample U50 Tube Sample U63 Tube Sample oisture Condition D Dry oist S Slightly oist V Very oist W Wet Seepage Entry Standing Water Level Consistency VS Very Soft S Soft F Firm St Stiff VSt Very Stiff H Hard Fb - Friable Relative Density VL Very Loose L Loose D oderately Dense D Dense VD Very Dense Testing PP Pocket Penetrometer VSH Vane Shear DCP Dynamic Cone Penetrometer *SPT Standard Penetrometer Test

17 25m PROJECT NO: FIGURE No: BH5 BH7 220 BH6 PUP 300 BH2 BH4 430 BH3 BH DUTTON WAY N PROJECT: DUTTON WAY, PORTLAND KEY Borehole SCALE: NOT TO SCALE Probe

APPENDIX 3 LABORATORY RESULTS Statewide Geotechnical (Aust) Pty Ltd 17-20 Summer Lane, Ringwood 3134 -

18 APPENDIX 3 LABORATORY RESULTS Statewide Geotechnical (Aust) Pty Ltd Summer Lane, Ringwood Phone: Fax: geo@statewidedrilling.com.au ABN: ACN:

19 DIRECT SHEAR TEST - FAST ETHOD TEST ETHOD : AS FIG 2 CLIENT : P DESIGN GROUP BH NO: 2 JOB LOCATION: DUTTON WAY PORTLAND DEPTH : 1.5 PROJECT NO: TEST DATE: 6/04/2018 SAPLE DESCRIPTION SILTY SAND TESTED BY : LH Shear Stress (kg/cm 2 ) Shear Stress (kg/cm 2 ) Shear Displacement (mm) Vertical Stress (kg/cm 2 ) oisture Content (w) : % Natural Density (γ) : t/m 3 Cohesion (C ) : kpa Friction Angle (φ) : deg RESULTS Approved Signatory Lewis Harpur Statewide Geotechnical (Aust) Pty Ltd Summer Lane, Ringwood Phone: Fax: geo@statewidedrilling.com.au ABN: ACN:

20 PARTICLE SIZE DISTRIBUTION AS FIG 3 CLIENT LOCATION BH NO: DEPTH: P DESIGN GROUP DUTTON WAY PORTLAND 7 2-3m PROJECT NO TEST DATE TESTED BY CHECKED BY /05/2018 LH SR aterial Composition Gravel Content Sand Content 0% SILT & CLAY Content 2% 97% SOIL CLASSIFICATION Silty CLAY 100% Clays Silts Sieve sizes Sands Fine edium Coarse Fine 4.75 Gravels edium Coarse % % Passing by Weight 80% 70% 60% 50% 40% 30% 20% 10% 0% Grain Size in illimeters Coarse Section Fines Section - Hydrometer Values Sieve Size Cumulative (mm) % Passing Sieve Size (mm) Cumulative % Cumulative % Sieve Size (µm) Passing Passing pan 0.0 Approved Signatory Lewis Harpur Statewide Geotechnical (Aust) Pty Ltd Summer Lane Ringwood Ph: Fax: geo@statewidedrilling.com.au ABN ACN

Depth (ft) USCS Soil Description TOPSOIL & FOREST DUFF

Test Pit No. TP-6 Location: Latitude 47.543003, Longitude -121.980441 Approximate Ground Surface Elevation: 1,132 feet Depth (ft) USCS Soil Description 0 1.5 1.5 5.0 SM 5.0 8.0 SM Loose to medium dense,