GEOTECHNICAL INVESTIGATION REPORT PROPOSED MIXED USE DEVELOPMENT 54 PARKWAY DRIVE ROSEDALE, AUCKLAND

Transcription

1 K August 2017 GEOTECHNICAL INVESTIGATION REPORT PROPOSED MIXED USE DEVELOPMENT 54 PARKWAY DRIVE ROSEDALE, AUCKLAND Prepared For: Lucy Li c/- DCS Ltd Unit 67 Victoria Park Market PO Box 91247, Victoria Street West Auckland 1142 KGA Geotechnical Group Limited Supporting the Construction Industry since A William Pickering Drive Albany Auckland Unit 3, 201 Opawa Road Hillsborough Christchurch P O Box North Harbour Auckland 01 P O Box 6476 Upper Riccarton Christchurch

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3 EXECUTIVE SUMMARY Geotechnical Investigation Report Proposed Mixed Use Development 54 Parkway Drive Rosedale, Auckland Geology Waitemata Group SUBSOIL CONDITIONS (See borehole logs for details) SITE STABILITY COMMENT EARTHWORKS / SITE FORMATION WORKS PROVISIONL FOUNDATION RECOMMENDATIONS (see Section 12 for complete text) CONSTRUCTION METHODOLOGY REPORT DISTRIBUTION Lithology Residual silty clay, clayey silt, silt and sandy silt; and highly weathered sandstone and mudstone Groundwater depth Between 0.7m and 5.8m Shrink/swell classification (AS2870:2011) Soil classification as per NZS :2004 Class M (Moderately Reactive) Class C Stability analysis undertaken for the site returned satisfactory factor of safety results All earthworks to be undertaken in accordance with NZS4431:1989, Earth Fill for Residential Development Any pile foundations will need to be founded in Waitemata Group Rock at depth, below the variable Waitemata Transitional material; An ultimate unfactored bearing capacity of 210kPa may be adopted for shallow foundations; Foundations should be designed to take account of the characteristic shrink swell movements of Class M soils Construction methodology, where provided, must be incorporated within the construction drawings. Where site formation earthworks (cut or fill) are to be undertaken that could affect property boundaries or the stability of the site, KGA must be informed prior to the works coencing. This will enable confirmation of the construction methodology. A full copy of this report must be provided to all relevant parties involved in the project. This should include, but not be limited to, owner, architectural designers, engineers (civil and structural) and the earthworks/building contractor. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August 2017 ii

4 CONTENTS EXECUTIVE SUMMARY... ii 1. INTRODUCTION SITE DESCRIPTION PROPOSED DEVELOPMENT BACKGROUND INFORMATION GEOLOGY FIELD EXPLORATION SUBSURFACE CONDITIONS SITE CLASSIFICATIONS SLOPE STABILITY SITE FORMATION WORKS Cut / Fill Earthwork Roads and Carpark Design RETAINING WALLS PROVISIONAL FOUNDATION RECOMMENDATIONS STORMWATER CONTROL REQUIREMENTS FOR DETAILED DESIGN LIMITATIONS REFERENCES Attachments:- Sheet 1 Sheet 2A 2D Site Plan Machine Borehole Logs MH1 MH4 Appendix A: Preliminary Architectural Drawings Appendix B: Slope Stability Calculations Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August 2017 iii

5 1. INTRODUCTION At your request, KGA Geotechnical Group Limited (KGA) has carried out a preliminary geotechnical engineering investigation at 54 Parkway Drive, Rosedale. The scope of our investigation was to obtain and examine the available Council Property File information, visit site to carry out a detailed site walkover inspection, and explore the subsurface conditions by drilling four rotary machine boreholes. The information obtained has been used to assess the ground conditions, review the stability of the sloping ground and provide preliminary foundation design considerations in support of preliminary design. This report, presenting our findings and conclusions has been prepared in support of a Resource Consent application for a Plan Change application for the property. 2. SITE DESCRIPTION The site is legally described as Lot 2 DP and has a total plan area of 7291m². The lot is irregular in plan shape with its longitudinal axis orientated east-west. It is bound by Sunset Road to the south, The North Shore Police Station to the northeast, and infrastructure associated with the Northern Busway occupying the southwestern and northewestern boundaries. The topography of the site is moderately sloping at an approximate grade of 1 vertical on 5 horizontal, with a northerly trending aspect. The site is predominantly covered in grass, with the exception of the northwestern corner of the site which has some small shrubs and planted bush linked to landscaping associated with the Northern Busway. There is no present development located on site, however there is a relic concrete pad located in the northern section of the site believed to be the location of site offices associated with the build of the neighbouring Police Station. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

6 3. PROPOSED DEVELOPMENT KGA are in receipt of preliminary architectural drawings prepared by Archimedia Group Limited. These show that the site is proposed to be utilised for both coercial office space, and for residential apartments. The building layout which we have considered for this report, comprises an office complex up to four storeys in height, to be located in the northern corner of the site, and two residential apartment blocks up to five storeys in height, located along the southern and western extents of the site. The plans suggest deep excavations and large retaining will be required for all proposed buildings. 4. BACKGROUND INFORMATION With reference to the Auckland Council GIS Viewer; Council wastewater and stormwater infrastructure is shown to be located within the property, spanning the northeastern boundary with the neighbouring North Shore Police Station site. Potable water infrastructure is shown to extend along the southern boundary with Sunset Road. Aerial photographs examined through the GIS Viewer do not show any notable land use changes across the suite of available images relevant to the site. The GIS Viewer shows no hydrological drainage or flow path features pertinent to the site. Information held on the Council Property File for the neighbouring site was filtered by the New Zealand Police for geotechnical relevance, and released to KGA following specific request. The limited information provided to us showed an investigation report was prepared by Soil and Rock Consultants Ltd (S), titled Foundation Investigation for Proposed North Shore Policing Centre, Parkway Drive, Sunnynook dated 8 April This report references an underlying subdivision Geotechnical Completion Report, dated March 1999, carried out by Harrison Grierson Consultants Ltd (HGC); and a Geotechnical Investigation report carried out in July 2001, also by S. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

7 The 2004 S report shows six hand auger holes and two machine holes were drilled to supplement seven hand auger holes that were drilled in The findings of the 2004 report stated that, for the proposed five storey Police Station, the site is currently stable and the proposed development will not have an adverse effect on site stability. The report also referenced nonengineered fill noted in the Harrison Grierson Geotechnical Completion Report, and validated its existence in the area at the front of the Police Station site adjacent to Parkway Drive. 5. GEOLOGY The geology of the site is detailed on the Institute of Geological and Nuclear Sciences (IGNS) geologic map, Map 3, Auckland (Scale 1:2,000), dated 2001, and also available through their website at This shows the site to be underlain by the East Coast Bays Formation of the Warkworth Subgroup, which is a member of the Waitemata Group of materials of Miocene age. These materials are described as being sandstone and mudstone with variable volcanic content and interbedded volcaniclastic grits, and are noted to typically weather to form a mantle of residual soils generally comprising firm to very stiff clays, silts and sands of variable plasticity. Waitemata Group soils are prone to shrinkage in suer months, and swelling in winter months due to seasonal fluctuations in groundwater levels. 6. FIELD EXPLORATION The subsurface conditions were explored by drilling four machine boreholes, MH1 to MH4, at the locations shown on our Site Plan, attached as Sheet KGA 1. The boreholes were drilled between 13 and 15 June 2017, with the locations selected to provide a representative indication of the subsurface ground conditions across the site, that was also within proximity to the proposed building footprints, and to provide cross sectional information for the sloping ground present on the site. The boreholes were advanced using a tractor mounted, rotary core drill rig, operated by DCN Drilling Limited, and were designated to be taken to depths between 12 to 15 meters or until less weathered underlying rock material was intersected. The subsurface conditions encountered at each borehole location were logged in general accordance with The guidelines for the classification and description of soil and rock for engineering purposes, December 2005 as outlined by the NZ Geotechnical Society. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

8 A calibrated shear vane, used in accordance with New Zealand Geotechnical Society Guideline for Hand Held Shear Vane Rest, 2001, was used at regular depth intervals to measure soil strengths, both in situ and remoulded. The vane shear strengths shown on the attached logs have been corrected in terms of BS 1377:1990. The detailed machine borehole logs are presented on attached Sheets KGA 2A to KGA 2D. 7. SUBSURFACE CONDITIONS Reference must be made to the attached borehole logs for detailed descriptions of the strata underlying the site. It should be noted that whilst small-scale borehole investigations can provide a good indication of the soil properties across a site, it must be accepted that the subsurface conditions may vary between borehole locations, particularly when the distance between boreholes is large, in a way that only becomes apparent at the time of construction. Furthermore, only limited subsurface data has been obtained for the purposes of this preliminary study. A suary of the subsurface conditions encountered are described below, with depths illustrated in Table 1. Topsoil A veneer of topsoil was encountered in all boreholes across the site, with up to 400 of topsoil intersected in boreholes MH1 and MH4. Fill Underlying the veneer of topsoil, fill material comprising clay and some coarse gravel was intersected in MH2 to a depth of 2.1m, in MH3 to 0.4m depth and to 2.0m depth in MH4. The fill at the top of the ridge in the location of MH2 is assumed to be from land formation and works associated with the adjacent Northern Busway access road intersection. The fill at location MH4 is consistent with the findings of the S report for the adjacent site. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

9 Waitemata Group Residual Soils Residual soils derived from the in situ weathering of the Waitemata Group of Rocks were generally encountered across the site, either from ground surface, or beneath the materials mentioned above. Materials logged comprised stiff to very stiff silty clay, clayey silt and sandy silt. Uncorrected SPT N values ranged between 2 and 19. Waitemata Group Transition Material A completely weathered to highly weathered horizon of Waitemata Group soil/rock was identified beneath the residual soil within all of the machine boreholes. Where present, we consider this horizon to be where, in terms of overall weathering, the in situ materials transition from a soil to a rock. In general, it was logged as comprising very stiff to hard soil/extremely weak to very weak rock, silt or sand with varying degrees of silty/sandy horizons and sandstone. Uncorrected SPT N values ranged between 5 and 33. Waitemata Group Rock Material All machine boreholes encountered highly weathered Waitemata Group rock. These materials were logged as being very weak and generally comprised alternating, thinly to moderately thickly bedded sandstone and mudstone. Uncorrected SPT N values ranged from 44 to +. Groundwater The boreholes were checked for standing groundwater levels on 3 July 2017 after the effects of drilling had dissipated. The standpipes were checked again on 7 August 2017 to observe any fluctuations groundwater levels. levels for both visits were recorded and are indicated in Table 1. Peizometers The boreholes were installed with piezometer standpipes to measure the hydraulic head of different geological intervals encountered. The PVC pipes were slotted at the screened target depths, to allow groundwater to enter the standpipe at the respective intervals. Borehole MH1 screened residual soil between 0.5m and 6m. Borehole MH2 screened a possible planar defect at the base of the Transitional material between 10.5m and 12.5m. Borehole MH3 targeted the contact between Transitional material and the underlying Waitemata Group Rock; and borehole MH4 targeted the upper Transitional material contact with the residual soil. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

10 Table 1: Suary of Subsurface Information Standing Standing Residual Waitemata Waitemata Groundwater Level water Level Ground- Borehole Topsoil Fill Waitemata Group Group Rock Group Soil Transition (03/07/17) (07/08/17) MH n/a * MH * MH * MH * Note, all depths indicated are in metres, n/a = not encountered * = end of borehole 8. SITE CLASSIFICATIONS Based on experience of similar soils elsewhere, the near surface clayey silt materials of the Waitemata Group Formation, as noted in the boreholes, are susceptible to swelling and shrinking under seasonal variations of water content. For the purposes of preliminary design, the site may be designated as moderately reactive (Class M) in accordance with AS2870:2011. The site has been classified as Subsoil Class C in accordance with NZS1170.5:2004 (seismic design). 9. SLOPE STABILITY To assess the stability of the slope profile across the site, a representative cross section (A A ) was established using contour information obtained from the Auckland Council GIS View website. The cross section was used for stability analysis using the computer based program SLIDE by Rocscience using the Spencer assumption method for calculating inter-slice forces. The locations of the cross section is shown on our attached Site Plan. Details of analyses are contained in Appendix A. Geotechnical parameters used in the analysis are outlined in Table 2, and the results of the stability analyses are shown in Table 3. An acceptable factor of safety was met under each set of conditions analysed. Based on our stability analysis results, the site is currently considered to be safe and stable. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

11 Table 2: Geotechnical Parameters used in Stability Analyses Stratum Bulk Unit Weight γ (kn/m³) Effective Stress Parameters Cohesion c (kpa) Angle of Friction, Ø (deg) Fill Stiff Residual Waitemata Group Soils Very Stiff Waitemata Group Soils Stiff Waitemata Transitional Material Dense Waitemata Transitional Material Waitemata Group Rock Table 3: Factor of Safety obtained in Stability Analysis Cross Section Profile Factor of Safety Measured Groundwater Raised Groundwater Seismic Circular Non- Circular Circular Non- Circular Circular Non- Circular A - A Accepted by Council X = unsatisfactory result, = satisfactory result The above analyses show that the site in its current form is safe and stable. As part of any ongoing detailed design, the effects of the proposed development works must be assessed and incorporated into the design process. 10. SITE FORMATION WORKS It is recoended a construction methodology for any proposed earthworks is prepared as part of the detailed design and the details incorporated onto relevant construction drawings where applicable. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

12 10.1 Cut / Fill Earthwork From the preliminary drawings provided to us, we anticipate that the building platforms for all of the proposed structures will primarily involve site excavations to some degree; we do not foresee any significant filling to be undertaken. However, should filling be incorporated into any of the site formation works, it must be carried out in accordance with NZS4431:1989 Earth Fill for Residential Development. We recoend that all bulk works are carried out during the dryer months of suer, when the prevailing weather conditions are more conducive for undertaking such works. If any filling is to take place, the areas where filling is to occur should be stripped of any unsuitables first, and checked accordingly prior to filling coencing Roads and Carpark Design Based on the results obtained through our investigation; for preliminary design purposes, a correlated CBR value of 3% may be adopted for design of any roads, access tracks or carparks. 11. RETAINING WALLS For the development and construction of the proposed buildings, site cuts into the sloping ground will be required. The excavations will therefore require specifically designed retaining wall structures. In the instances where retaining walls are to form basement walls of the proposed structures; where support is required for both lateral load from the retained soils, and axial load from any structure above; we suggest the use of reinforced concrete retaining walls. In this respect we recoend the following geotechnical design parameters for such walls: Retained soil effective stress strength parameters c' = 0kPa, Ø' = 28kPa Bulk unit weight of retained soil 18kN/m3 Foundation soil bearing capacity qu = 210kPa (ultimate unfactored) At rest coefficient of lateral earth pressure, K Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

13 All retaining wall surcharges (sloping ground, vehicles and property boundaries) must be designed in accordance the Auckland Council Practice Note AC2231 (Construction of Retaining Walls V4 November 2016). External to the buildings, any required retaining walls may take the form of either: Reinforced concrete masonry block walls, Segmented style block walls with geo-grid reinforced back-fill (Keystone or similar), Cantilever timber pole retaining walls. Regardless of wall type, we recoend the following geotechnical design parameters for all walls external to the buildings: Retained soil effective stress strength parameters c' = 0kPa, Ø' = 28kPa Bulk unit weight of retained soil 18kN/m3 Foundation soil bearing capacity qu = 210kPa (ultimate unfactored) Foundation soil undrained shear strength su = 65kPa Min. value of coefficient of earth pressure: Reinforced concrete block walls k = 0.55 Segmental concrete block walls k = 0.4 Cantilever timber pole walls k = 0.35 Appropriate drainage measures must be installed behind all retaining walls to ensure that hydrostatic pressures cannot build up behind them. The drainage measures should be installed such that any water collected by the drains can flow freely, under gravity alone, from the deepest point of any wall, to the drain outlet. Where water-proofing of these walls is required, we assume that this will be addressed by others. 12. PROVISIONAL FOUNDATION RECOMMENDATIONS We point out that the coents below are given as provisional only for the purposes of preliminary foundation design for any future development. These coents must be subject to confirmation, or amended as is necessary, on completion of architectural and structural design of the proposed development. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

14 Our investigation for the proposed development has identified some areas of engineered fill extending to depths circa 2m in the north and southwest of the site. Underlying the fill, and all other areas of site generally comprise residual Waitemata Group soils, transitional Waitemata Group materials (the zone of weathering where materials can be described as both a soil or a rock), with Waitemata Group rock at depth. We have examined the borehole information and SPT N values obtained. The transitional Waitemata Group materials are considered variable, with extremely weak to weak rock interbedded with soil layers, and is generally considered unreliable as a bearing stratum for heavily loaded piled foundations. Based on the above, we recoend that any foundation piles be taken through this variable material to found within the Waitemata Group Rock at depth. The surface of the Waitemata Group rock is variable itself, generally dipping towards the northeast. We recoend the following geotechnical parameters for pile design within the Waitemata Group Rock: Undrained shear strength (su) 1MPa Ultimate unfactored end bearing capacity 4.5MPa Skin Friction for smooth piles 0.3MPa Skin Friction grooved piles 0.6 MPa Strength reduction factor (Ф) 0.5 For shallow foundations, an ultimate unfactored bearing capacity for the foundation soils of 210kPa may be assumed. The floor slab should be designed to take account of the characteristic movements of moderately reactive (Class M) soils in accordance with AS2870:2011. We recoend that any ground bearing or strip footings be embedded a minimum of 600 depth below surface to ensure clearance of any unsuitable material. The foundation subgrade soils should be inspected once the sacrificial layer of clay over each building platform location has been stripped off. This inspection should be conducted by a Chartered Professional Engineer who is experienced in the field of soil mechanics and who is also familiar with the contents of this report and the site, in order to check for any soft spots or other abnormalities prior to the coencement of the foundation construction. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

15 Provision should be allowed for the undercutting underneath proposed shallow footings or floor slabs, in the event that unsuitable, weak materials are encountered at the time of construction. In any locations where buried public services will be directly beneath, or adjacent to any of the proposed buildings, the foundations for those buildings must be augmented such that the services are appropriately bridged in accordance with the current Auckland Council guidelines for construction near such features. 13. STORMWATER CONTROL All stormwater from hardstanding areas from the future development both during and following construction should be directed to an adequately designed stormwater reticulation system. The site soils are considered to be of low permeability, and as such, individual on site stormwater disposal via ground soakage is not considered feasible. Under no circumstances should stormwater be disposed of by allowing it to flow directly on to, or into the ground at any location across the site. 14. REQUIREMENTS FOR DETAILED DESIGN We point out that the information provided within this report is for preliminary design purposes only. For the detailed design phase of the project, further geotechnical input will be required in order to provide specific geotechnical data tailored both to the final project layout, and the detailed design of foundations and retaining walls. In particular, as part of that input, additional subsurface investigation should be undertaken in order to confirm the ground conditions in the confirmed locations of proposed buildings and retaining walls to refine the subsurface model. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

16 Additional considerations should include, but are not limited to; Deformation analysis of the major retaining walls to determine structural loading requirements; Assessment of soil relaxation on or near property boundaries; Ongoing groundwater measurements, to assess fluctuations in the groundwater regime relative to the site, and; Stability analyses in the areas of any retaining walls and associated cuts, in order to return sufficient information to assist with the detailed design of these structures. 15. LIMITATIONS The conclusions made in this report are based upon the results of machine boreholes spaced about the site as appeared appropriate at the time the field exploration was carried out. While the results of the machine borehole did not turn up evidence of any deep-seated bedding plane defect or other adverse lithological feature we consider that it is possible that such features may potentially exist at depths beyond those drilled by out machine boreholes. The report was prepared in the context defined in Section 1 above and must not be relied upon by any other party other than that for whom it was prepared and the relevant Territorial Authority. It has been compiled with respect to the brief given to us, and must not be relied upon in any other context or recreated for any other purpose. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

17 REFERENCES Auckland Council. (2017). GeoMaps (GIS viewer). Retrieved from Edbrooke, S.W. (2001). Geology of the Auckland area. Institute of Geological & Nuclear Sciences 1:2 000 geological map 3. 1 sheet + 74p. Lower Hutt, New Zealand: Institute of Geological & Nuclear Sciences Limited. Kermode, L.O. (1992). Geology of the Auckland urban area. Institute of Geological & Nuclear Sciences 1: 000 geological map 2. 1 sheet + 63 p. Lower Hutt, New Zealand: Institute of Geological & Nuclear Sciences Limited. New Zealand Geotechnical Society. (2005). Field description of soil and rock - Guideline for the field classification and description of soil and rock for engineering purposes. New Zealand Geotechnical Society. (2001). Guideline for Hand Held Shear Vane Test. New Zealand Geotechnical Society. (2016). Earthquake geotechnical engineering practice Module 1: Overview of the guidelines. Standards Australia. (2011). Australian Standard Residential slabs and footings (AS 2870:2011). Sydney, NSW: Standards Australia. Standards New Zealand. (1989). Code of Practice for Earth Fill for Residential Development (NZS 4431: 1989). Wellington, NZ: Standards New Zealand. Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

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19 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH1 JOB NO.: K START DATE: 14/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation 100 TOPSOIL; dark brown; firm, moist to wet, medium plasticity. Grass and organic matter present (TOPSOIL) TOPSOIL 154/67 Silty CLAY; yellow brown; very stiff, moist, high plasticity (WAITEMATA GROUP SOILS) / Clayey SILT; pink grey, mottled orange; very stiff, moist, medium to high plasticity N=10 1, 2 2, 2 2, 4 120/53 SILT with some clay and some sand; grey pink; very stiff, moist, low plasticity 2.0 Clayey SILT; light grey, mottled pink; very stiff, moist, medium to high plasticity N=8 1, 1 2, 1 2, SILT with some clay and minor sand; light grey, mottled pink, stiff to very stiff, moist, low plasticity Clayey SILT; grey pink; firm to stiff, moist to wet, high plasticity CORE LOSS 4.0 N=5 1, 0 1, 1 1, Clayey SILT; grey pink; firm to stiff, moist to wet, high plasticity 4.8m - 5.0m: becomes mottled orange 80 87/43 WAITEMATA GROUP SOILS 70 42/20 07/08/ /07/2017 Generated by GEROC Core-GS Notes & Abbreviations 5.5m: becomes mottled orange Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 19.95m Page 1 of 4 Created: 7/08/2017 3:38:18 p.m.

20 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH1 JOB NO.: K START DATE: 14/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation Clayey SILT; grey pink; firm to stiff, moist to wet, high plasticity N=7 1, 1 1, 2 2, 2 53/ Clayey SILT with some sand; brown orange; stiff, moist to wet, medium to high plasticity N=16 1, 2 3, 3 3, 4 118/ Silty CLAY; grey, mottled pink and orange; stiff, moist, high plasticity Sandy SILT with minor clay; pink, mottled grey; stiff to very stiff, moist, low plasticity WAITEMATA GROUP SOILS 8.0 SILT with some sand and some clay; orange brown; very stiff, moist, low to medium plasticity Silty CLAY; orange grey, mottled with minor orange limonitic sand; very stiff, moist, high plasticity 80 Silty CLAY; grey mottled pink; very stiff, moist, high plasticity N=17 2, 2 3, 4 4, 6 146/ Clayey SILT with minor sand; pink grey, mottled orange; very stiff, moist, medium to high plasticity (WAITEMATA GROUP TRANSITIONAL) N=15 2, 2 3, 3 4, 5 193/ Silty CLAY with trace sand; grey, mottled pink; very stiff, moist, high plasticity 10.2m: becomes grey, mottled orange SILT with minor clay and sand; grey, mottled orange pink; very stiff, moist, low plasticity WAITEMATA GROUP TRANSITIONAL Generated by GEROC Core-GS Notes & Abbreviations 11.0 SILT with some clay and minor fine sand; bronze orange; stiff to very stiff, moist, low to medium plasticity Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 19.95m Page 2 of 4 Created: 7/08/2017 3:38:19 p.m.

21 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH1 JOB NO.: K START DATE: 14/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation SILT with some clay and minor fine sand; bronze orange; stiff to very stiff, moist, low to medium plasticity N=24 2, 3 4, 5 6, 9 1/ Clayey SILT with trace fine sand; grey; stiff to very stiff, moist, medium to high plasticity SILT with some clay; dark grey; stiff to very stiff, moist, low plasticity. Completely weathered extremely weak siltstone/mudstone GROUP TRANSITIONAL SILT with some fine sand; dark grey; medium dense, moist, uniformly graded. Completely weathered extremely weak sandstone/siltstone (WAITEMATA GROUP ROCK) SILT with some clay; dark grey; very stiff, moist, low plasticity. Completely weathered extremely weak siltstone/mudstone 13.0 SILT with some fine sand; dark grey; dense, moist, uniformly graded. Completely weathered very weak sandstone/siltstone N=46 6, 6 9, 11 11, 15 UTP/- SILT with minor clay; dark grey; very stiff and dense, moist, low plasticity. Completely weathered very weak siltstone/mudstone with alternating sandstone/siltstone bands N=45 5, 8 8, 9 13, 15 UTP/ Fine sandy SILT; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone WAITEMATA GROUP ROCK 16.0 Generated by GEROC Core-GS Notes & Abbreviations N= + 5, 6 9, 13 15, 17 UTP/- Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 19.95m Page 3 of 4 Created: 7/08/2017 3:38:19 p.m.

22 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH1 JOB NO.: K START DATE: 14/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation ISP T 17.0 Fine sandy SILT; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone Silty SAND; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone 80 N=44 5, 5 8, 9 12, 15 UTP/ SILT with minor clay; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/mudstone Sandy SILT; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone WAITEMATA GROUP ROCK 19.0 N=47 3, 5 7, 14 12, 14 UTP/- SILT with some clay; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/mudstone 20.0 EOH: 19.95m Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 19.95m Page 4 of 4 Created: 7/08/2017 3:38:19 p.m.

23 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH2 JOB NO.: K START DATE: 13/06/2017 END DATE: 13/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation TOPSOIL; dark brown; soft to firm, low to medium plasticity, moist to wet. Organic material (TOPSOIL) TOP SOIL 90 FILL; silty clay with gravels; yellow brown to dark brown, stiff, medium plasticity, moist to wet. Minor rootlets sporadic throughout (FILL) 103/23 0.8m - 1.0m: increased gravels 1.0 N=12 1, 2 2, 2 3, 5 1.2m - 1.9m: yellow brown, silty clay w/ minor rootlets m - 2.1m: clay w/ gravel Clayey SILT w/ trace sand; grey brown mottled yellow; stiff to very stiff, medium to high plasticity, moist (WAITEMATA GROUP SOILS) N=5 1, 1 1, 1 1, Clayey SILT w/ some sand; yellow brown, mottled grey orange pink; very stiff, medium to high plasticity, moist WAITEMATA GROUP SOILS N=8 1, 1 2, 2 2, 2 Fine sandy SILT w/ some clay; pink grey, mottled orange; stiff to very stiff, low to medium plasticity, moist 5.0 FILL / /46 80 / / m - 5.5m: increased silty clay, medium to high plasticity Generated by GEROC Core-GS Notes & Abbreviations 017 Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 15.45m Page 1 of 3 Created: 7/08/2017 3:38:44 p.m.

24 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH2 JOB NO.: K START DATE: 13/06/2017 END DATE: 13/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation N=12 1, 1 2, 3 3, 4 78/22 03/07/ Fine sandy SILT w/ some clay; pink grey, mottled orange; stiff to very stiff, low to medium plasticity, moist Clayey SILT w/ some sand; yellow grey, mottled pink; stiff to very stiff, medium plasticity, moist 6.7m - 6.8m: increased clay N=19 1, 1 4, 4 4, Fine sandy SILT w/ some clay; pink grey, mottled yellow; very stiff, low to medium plasticity, moist Clayey SILT w/ some fine sand; yellow grey; stiff to very stiff, medium plasticity, moist WAITEMATA GROUP SOILS 8.0 Sandy SILT w/ minor clay; yellow grey; very stiff, low plasticity, moist N=30 3, 4 5, 7 9, Silty SAND; grey; very stiff, Completely weathered massive SANDSTONE, very weak (WAITEMATA GROUP TRANSITIONAL) Completely to highly weathered, grey, massive SANDSTONE, very weak (WAITEMATA GROUP ROCK) N=46 5, 7 9, 9 12, 16 SCP Highly weathered, grey, thickly banded MUDSTONE, weak to very weak /20 90 UTP/- WAITEMATA GROUP TRANSITIONAL 80 WAITEMATA GROUP ROCK Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 15.45m Page 2 of 3 Created: 7/08/2017 3:38:45 p.m.

25 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH2 JOB NO.: K START DATE: 13/06/2017 END DATE: 13/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation Highly weathered, grey, thickly banded MUDSTONE, weak to very weak m m: Band of Sandstone N= 9, 13 19, for 0 SCP m m: high angle/very steep (~70deg) defect, with smooth undulating surfaces Highly weathered, grey, moderately thickly banded SANDSTONE, weak Highly weathered, grey, moderately thickly banded MUDSTONE, weak Highly weathered, grey, moderately thickly banded SANDSTONE, weak 13.0 N= 8, 13 14, 14 15, 7 for 30 SCP Highly weathered, grey, moderately thickly banded MUDSTONE, weak P ROCK 14.0 Highly weathered, grey, moderately thickly banded SANDSTONE, weak m m: Highly weathered, grey, moderately thickly banded MUDSTONE, weak N= 7, 11 14, for 0 SCP 15.0 EOH: 15.45m 16.0 Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 15.45m Page 3 of 3 Created: 7/08/2017 3:38:45 p.m.

26 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH3 JOB NO.: K START DATE: 14/06/2017 END DATE: 14/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation FILL; silty clay; dark brown with orange and grey streaks; moist (FILL) 0.3m - 0.4m: oarse gravel 85 Silty CLAY; yellow light brown; stiff to very stiff, moist, high plasticity (WAITEMATA GROUP SOILS) FILL 119/ N=6 1, 1 1, 1 2, 2 83/42 Silty CLAY; light grey, mottled yellow/orange; stiff, moist, medium to high plasticity Clayey SILT with minor sand; grey, minor mottled orange; form to stiff, moist, medium to high plasticity 2.4m - 2.7m: firm, easily indented with N=4 1, 1 1, 1 1, 1 93/ WAITEMATA GROUP SOILS 90 Clayey SILT with some sand; grey- light yellow; stiff, moist, medium plasticity N=8 1, 1 1, 2 2, 3 83/18 07/08/ /07/ Sandy SILT with minor clay; grey with minor mottled orange; stiff, moist, medium plasticity Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 18.45m Page 1 of 4 Created: 7/08/2017 3:38:58 p.m.

27 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH3 JOB NO.: K START DATE: 14/06/2017 END DATE: 14/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation Clayey SILT, brown-grey mottled orange; stiff, moist, medium - high plasticity 80 N=9 1, 2 2, 2 2, 3 91/ N=11 1, 1 2, 3 3, 3 68/ Sandy SILT; grey brown; stiff, moist, low plasticity Clayey SILT with trace sand; grey with minor mottled orange; stiff, moist, medium to high plasticity Sandy SILT with trace clay; grey-brown with minor mottled yellow, stiff, moist, low plasticity WAITEMATA GROUP SOILS 8.0 SILT with minor clay; darker grey, stiff to very stiff, moist, medium plasticity (WAITEMATA GROUP TRANSITIONAL) 60 N=14 1, 1 2, 3 3, Silty SAND; dark grey; very loose to loose, moist, uniformly graded Fine SILT with minor clay; dark grey, stiff to very stiff, moist, medium plasticity N=14 1, 2 2, 3 4, 5 Silty fine SAND, dark grey, loose to medium dense, moist, uniformly graded 11.0 SILT with some clay; dark grey; stiff to very stiff, moist, medium plasticity /15 WAITEMATA GROUP TRANSITIONAL 119/22 Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 18.45m Page 2 of 4 Created: 7/08/2017 3:38:58 p.m.

28 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH3 JOB NO.: K START DATE: 14/06/2017 END DATE: 14/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation Silty fine SAND; dark grey, loose to medium dense, moist, uniformly graded 60 SILT with some clay; dark grey, very stiff, moist, medium to high plasticity N=16 2, 2 3, 4 4, 5 220/ Silty fine SAND; dark grey, loose to medium dense, moist, uniformly graded 90 Fine SILT with some clay; dark grey; very stiff, moist, medium to high plasticity N=21 2, 3 4, 5 6, 6 103/ Silty fine SAND; dark grey; medium dense, moist, uniformly graded Fine SILT with some clay; dark grey; stiff, moist, medium to high plasticity WAITEMATA GROUP TRANSITIONAL Silty fine SAND; dark grey; medium dense, moist, uniformly graded Fine SILT with some clay; dark grey; very stiff, moist, medium plasticity N=33 3, 4 7, 7 8, 11 UTP/ Generated by GEROC Core-GS Notes & Abbreviations N= 4, 5 9, 11 14, 16 UTP/ Silty fine SAND; dark grey; medium dense to dense, moist, uniformly graded. Completely weathered sandstone (WAITEMATA GROUP ROCK) Fine SILT with some clay; dark grey; dense to very dense, moist, uniformly graded. Completely weathered very weak siltstone/mudstone Silty fine SAND; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result WAITEMATA GROUP ROCK HOLE DEPTH: 18.45m Page 3 of 4 Created: 7/08/2017 3:38:58 p.m.

29 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH3 JOB NO.: K START DATE: 14/06/2017 END DATE: 14/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation ISP T 17.0 Silty fine SAND; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone 60 N= 4, 8 10, 12 13, 15 for 70 UTP/ Fine SILT with some clay; dark grey; dense to very dense, moist, uniformly graded. Completely weathered very weak siltstone/mudstone Silty fine SAND; dark grey; very dense, moist, uniformly graded. Completely weathered very weak siltstone/sandstone WAITEMATA GROUP ROCK EOH: 18.45m Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 18.45m Page 4 of 4 Created: 7/08/2017 3:38:58 p.m.

30 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH4 JOB NO.: K START DATE: 15/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation 70 TOPSOIL; dark brown; firm, moist to wet, medium plasticity. Organic roots present, with fine to coarse gravels throughout (TOPSOIL) TOPSOIL 87/21 FILL; clayey silt with minor gravel; brown, yellow brown; moist, medium to high plasticity. Trace organic material sporadic throughout (FILL) 03/07/ /08/2017 UTP/- 1.0 FILL N=6 1, 1 1, 2 2, N=2 0, 0 0, 0 1, 1 59/ Clayey SILT; light grey, mottled orange; stiff, moist, medium to high plasticity (WAITEMATA GROUP SOILS) Silty CLAY; white grey; stiff, moist, high plasticity SILT with some sand and minor clay; dark grey, mottled brown; soft to firm, moist to wet, low plasticity (WAITEMATA GROUP TRANSITIONAL) WAITEMATA GROUP SOILS N=5 0, 0 1, 1 1, 2 28/6 4.0 SILT with some clay; grey, firm to stiff, moist, medium plasticity SILT with minor clay and fine sand; grey; firm, moist, low to medium plasticity SILT with some clay; grey; stiff, moist, medium plasticity WAITEMATA GROUP TRANSITIONAL SILT with some clay and minor fine sand; grey; firm to stiff, moist, low plasticity 5.4m - 5.5m: increased clay content & decreased sand Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 15.15m Page 1 of 3 Created: 7/08/2017 3:39:11 p.m.

31 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH4 JOB NO.: K START DATE: 15/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation Silty SAND; grey; loose, moist, uniformly graded N=18 1, 2 2, 4 4, 6 119/ Sandy SILT with some clay; grey; very stiff to dense, moist, medium plasticity 7.0 N=26 1, 3 4, 7 6, 9 N=27 3, 4 3, 6 8, m - 8.7m: increased clay Sandy SILT; grey; dense to very dense, moist, uniformly graded 10.0 N=28 3, 3 4, 5 8, /14 UTP/- WAITEMATA GROUP TRANSITIONAL / Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 15.15m Page 2 of 3 Created: 7/08/2017 3:39:11 p.m.

32 CLIENT: Lucy Li c/- DCS Ltd PROJECT: Geotechnical Investigation SITE LOCATION: 54 Parkway Drive, Rosedale CO-ORDINATES: 0mE, 0mN () DATUM: Ground Surface MACHINE BOREHOLE LOG RIG: Tractor mounted PQ diamond rig OPERATOR: DCN Drilling Ltd HOLE NO.: MH4 JOB NO.: K START DATE: 15/06/2017 END DATE: 15/06/2017 LOGGED BY: CHECKED BY: - KB/JS TCR RQD Fracture Spacing (min/av/max) SPT Vane Shear Strength (kpa) Ground Method Sample Depth Description Graphic Log Geological Unit Installation Sandy SILT; grey; dense to very dense, moist, uniformly graded N= + 6, 8 9, 12 15, 24 UTP/ m m: minor clay band Sandy SILT with some clay; grey; very stiff to dense, moist, low plasticity (WAITEMATA GROUP ROCK) WAITEMATA GROUP TRANSITIONAL 90 N= 6, 10 15, for 0 UTP/ Highly to completely weathered, grey, moderately thinly bedded MUDSTONE, very weak Highly to completely weathered, grey, moderately thickly bedded SANDSTONE, very weak Highly to completely weathered, grey, moderately thinly bedded MUDSTONE, very weak Highly to completely weathered, grey, moderately thinly bedded SANDSTONE, weak to very weak WAITEMATA GROUP ROCK Highly to completely weathered, grey, moderately thinly bedded MUDSTONE, very weak Highly to completely weathered, grey, moderately thinly bedded SANDSTONE, very weak N= 23, 27 UTP/- ISP T 15.0 Highly to completely weathered, grey, moderately thinly bedded MUDSTONE, very weak EOH: 15.15m 16.0 Generated by GEROC Core-GS Notes & Abbreviations Soils logged in accordance with 'The guidelines for the classification and description of soil and rock for engineering purposes' December 2005, NZGS REMARKS Standing Level Level At Time Of Drilling In Flow Out Flow Shear Vane Corrected as per NZGS Guidelines Vane No.:4799 UTP = Unable To Penetrate + = Peak Exceeded - = No Result HOLE DEPTH: 15.15m Page 3 of 3 Created: 7/08/2017 3:39:11 p.m.

33 APPENDIX A Preliminary Architectural Drawings Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August

34 S U M M E W I N T E R R S U N S U N TRUE NORTH VEHICLE ACCESS TO COMMEIAL PRECINCT CARPARK PEDESTRIAN ACCESS TO COMMEIAL PRECINCT PARKWAY DRIVE COMMEIAL PRECINCT NORTHERN BUSWAY PEDESTRIAN LANE WAY BELOW PEDESTRIAN LANE WAY LANDSCAPED PARK LAND APARTMENT 1 COURTYARD APARTMENT 2 VEHICLE ACCESS TO SITE AND APARTMENT CARPARK PEDESTRIAN ACCESS TO SITE PEDESTRIAN ACCESS TO SITE SUNSET ROAD PROPOSED SITE PLAN PLOTTED: 4/08/2017 4:54:55 PM Rev Date Description Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title PROPOSED SITE PLAN A1 1 : 0 A3 QA Checked Checker Project number Signed Date Drawn Author Sheet Number -002 Revision Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

35 12 S U M M E W I N T E R R S U N S U N TRUE NORTH PARKWAY DRIVE EXISTING DRIVEWAY TO SITE TO BE USED PEDESTRIAN ENTRY VEHICLE ENTRY TO CARPARK COURTYARD TENANCY 13A EXISTING POLICE STATION CORE A 1 2 CORE A 10A 9A A BIKE RACKS CORE 2 PLANT 00 8A 7A B 11B 12B NORTHERN BUSWAY C D 4A 3A E 2A F 1A G GROUND FLOOR CAR PARK 1 : 2 G H I J K L M N O P SUNSET ROAD APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:54:56 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title COMMEIAL - GROUND FLOOR PLAN A1 As indicated A3 Project number QA Checked CHK Signed FOR INFORMATION Date Drawn CAD Sheet Number -06 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

36 12 S U M M E W I N T E R R S U N S U N TRUE NORTH 11 PARKWAY DRIVE COURTYARD BELOW (GROUND) OFFICES A EXISTING POLICE STATION 4 CORE 3 12A CORE 1 OFFICES COURTYARD BELOW (L1) A 10A 9A OFFICES A A CORE 2 7A B 11B 12B NORTHERN BUSWAY C D 4A 3A E 2A F 1A G LEVEL 1 COMM 1 : 2 G H I J K L M N O P SUNSET ROAD APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:54:57 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title COMMEIAL - LEVEL 1 FLOOR PLAN A1 As indicated A3 Project number QA Checked Checker Signed FOR INFORMATION Date Drawn Author Sheet Number -07 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

37 S U M M E W I N T E R R S U N S U N 12 TRUE NORTH 11 PARKWAY DRIVE COURTYARD (GROUND) OFFICES A EXISTING POLICE STATION 4 CORE 3 12A CORE 1 OFFICES COURTYARD BELOW (L1) A 10A LANE WAY OFFICES LANE WAY A 8A A CORE 2 7A B 11B 12B NORTHERN BUSWAY C D 4A 3A E 2A F 1A G LEVEL 2 COMM 1 : 2 G H I J K L M N O P SUNSET ROAD APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:54:57 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title COMMEIAL - LEVEL 2 FLOOR PLAN A1 As indicated A3 Project number QA Checked CHK Signed FOR INFORMATION Date Drawn CAD Sheet Number -08 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

38 12 S U M M E W I N T E R R S U N S U N TRUE NORTH 11 PARKWAY DRIVE APARTMENTS A EXISTING POLICE STATION 3 4 OFFICES BELOW CORE 3 12A 1 2 A A B 10A C APARTMENTS 9A 8A A D CORE 2 7A B E 11B 12B NORTHERN BUSWAY C F D G1 4A 3A E 2A F 1A G LEVEL 3 COMM 1 : 2 G H I J K L M N O P SUNSET ROAD APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:54:57 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title COMMEIAL - LEVEL 3 FLOOR PLAN A1 As indicated A3 Project number QA Checked CHK Signed FOR INFORMATION Date Drawn CAD Sheet Number -09 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

39 S U M M E W I N T E R R S U N S U N TRUE NORTH PARKWAY DRIVE EXISTING POLICE STATION COMMEIAL PRECINCT NORTHERN BUSWAY 1 41 A PEDESTRIAN ACCESS FROM APARTMENTS PEDESTRIAN ACCESS FROM APARTMENTS B 44 LANDSCAPED PARK LAND C A D A E A F A G COURTYARD ABOVE 655 G H I J K L M N O P SUNSET ROAD VEHICLE ACCESS TO SITE AND APARTMENT CARPARK BASMENT APMT 1 : 2 APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:54:58 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title APARTMENT - BASEMENT FLOOR PLAN A1 As indicated A3 Project number QA Checked Checker Signed FOR INFORMATION Date Drawn Author Sheet Number -010 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

40 S U M M E W I N T E R R S U N S U N TRUE NORTH PARKWAY DRIVE EXISTING POLICE STATION COMMEIAL PRECINCT NORTHERN BUSWAY A LANEWAY BELOW LANEWAY BELOW B LANDSCAPED PARK LAND C 490 D 4A E COURTYARD A 2A F A GROUND APMT 1 : 2 G G H I J K L M N O P SUNSET ROAD VEHICLE ACCESS TO SITE AND APARTMENT CARPARK APARTMENT LEGEND 1 BED - -55M2 2 BED - M2 3 BED - 90M2 PLOTTED: 4/08/2017 4:55:01 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title APARTMENT - GROUND FLOOR PLAN A1 As indicated A3 Project number QA Checked Checker Signed FOR INFORMATION Date Drawn Author Sheet Number -011 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

41 S U M M E W I N T E R R S U N S U N TRUE NORTH PARKWAY DRIVE EXISTING POLICE STATION COMMEIAL PRECINCT A B C D 4A 3A E 2A LANDSCAPED PARK LAND NORTHERN BUSWAY COURTYARD BELOW F A G APARTMENT LEGEND LEVEL 1 APMT 1 : 2 G H I J K L M N O P SUNSET ROAD 1 BED - -55M2 2 BED - M2 3 BED - 90M2 PLOTTED: 4/08/2017 4:55:02 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title APARTMENT - LEVEL 1-3 FLOOR PLAN A1 As indicated A3 Project number QA Checked Checker Signed FOR INFORMATION Date Drawn Author Sheet Number -012 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

42 1A 2A 3A 4A 7A 8A 9A 10A 11A 12A 13A 3000 RECESSION PLANES m ROOF AMPT m LEVEL 3 APMT m LEVEL 2 APMT m LEVEL 1 APMT m GROUND APMT m BASMENT APMT SOUTHERN BOUNDARY APARTMENT APARTMENT APARTMENT APARTMENT CAR PARK BALCONY VIEW LINE APARTMENTS OFFICES 16.5M ROLLING HEIGHT PLANE OFFICES NORTHERN BOUNDARY m ROOF COMM m LEVEL 3 COMM m LEVEL 2 COMM OFFICES OFFICES m LEVEL 1 COMM CAR PARK TENANCY m GROUND COMM SITE SECTION 1 1 : m ROOF COMM m LEVEL 3 COMM m LEVEL 2 COMM EASTERN BOUNDARY APARTMENTS OFFICES 16.5M ROLLING HEIGHT PLANE APARTMENTS OFFICES APARTMENT APARTMENT APARTMENT APARTMENT CAR PARK 00 WESTERN BOUNDARY m ROOF AMPT m LEVEL 3 APMT m LEVEL 2 APMT m LEVEL 1 APMT m GROUND APMT m BASMENT APMT m LEVEL 1 COMM OFFICES OFFICES m GROUND COMM COMMEIAL CAR PARK SITE SECTION 2 1 : 200 APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:55:02 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title SITE MASSING SECTIONS A1 As indicated A3 QA Checked Checker Project number Signed FOR INFORMATION Date Drawn Author Sheet Number -020 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

43 SUNSET ROAD NORTHERN BUSWAY SUNSET ROAD PARKWAY DRIVE PARKWAY DRIVE NORTHERN BUSWAY NORTHEAST SITE AXO NORTHWEST SITE AXO PARKWAY DRIVE VIEW 1 OPTION 1-3 & 4 LEVELS FOR COMMEIAL PRECINCT PARKWAY DRIVE VIEW 2 APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:55:04 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title 3D SITE MASSES OP 1 A1 1 : 20 A3 QA Checked Checker Project number Signed FOR INFORMATION Date Drawn Author Sheet Number -030 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

44 SUNSET ROAD NORTHERN BUSWAY SUNSET ROAD PARKWAY DRIVE PARKWAY DRIVE NORTHERN BUSWAY NORTHEAST SITE AXO NORTHWEST SITE AXO PARKWAY DRIVE VIEW 1 PARKWAY DRIVE VIEW 2 OPTION 2-4 LEVELS FOR ALL OF COMMEIAL PRECINCT APARTMENTS COMMEIAL/OFFICES/RETAIL PLOTTED: 4/08/2017 4:55:07 PM Rev Date Description A FOR INFORMATION Client CLIENT Consultants Project 54 PARK WAY DRIVE Notes Sheet Title 3D SITE MASSES OP 2 A1 1 : 20 A3 QA Checked Checker Project number Signed FOR INFORMATION Date Drawn Author Sheet Number -031 Revision A Level 01 Shed 19 Princes Wharf PO Box Downtown Auckland Phone Fax amakl@archimedia.co.nz 26 Clifton Road Hamilton PO Box 4166 Hamilton East Phone Fax amhtn@archimedia.co.nz Figured dimensions are to be taken in preference to scaled dimensions. Verify all dimensions on the job before preparing shop drawings or coencing work. This drawing is COPYRIGHT and is the property of Archimedia Group Ltd c

45 APPENDIX B Slope Stability Calculations Geotechnical Investigation Report K Proposed Mixed Use Development - 54 Parkway Drive, Rosedale, Auckland 9 August 2017

46 Safety Factor Material Name Color Unit Weight (kn/m3) Strength Type Cohesion (kpa) W Phi (deg) Fill 18 Mohr-Coulomb 2 27 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 3 28 s ĞƌLJ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 5 28 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 30 ĞŶƐĞt ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 35 Waitemata Group Rock 18 Mohr-Coulomb Results spencer Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Composite Surfaces: Enabled Reverse Curvature: Invalid Surfaces Minimum Elevation: Not Defined Minimum Depth: Not Defined Every available surface W Project Stability Analysis - 54 Parkway Drive, Rosedale Analysis Description Run 1 - Measured Groundwater, Circular Drawn By KB Scale 1:700 Company KGA SLIDEINTERPRET Date 1/08/2017 File Name Section A - Run 1.slim

47 Safety Factor Material Name Color Unit Weight (kn/m3) Strength Type Cohesion (kpa) W Phi (deg) Fill 18 Mohr-Coulomb 2 27 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 3 28 s ĞƌLJ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 5 28 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 30 ĞŶƐĞt ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 35 Waitemata Group Rock 18 Mohr-Coulomb Results spencer Surface Type: Non-Circular Path Search Number of Surfaces: 00 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Segment Length: Auto Defined Minimum Elevation: Not Defined Minimum Depth: Not Defined Upper Angle: Auto Defined Lower Angle: Auto Defined The 100 surfaces with the lowest factors of safety W Project Stability Analysis - 54 Parkway Drive, Rosedale Analysis Description Run 2 - Measured Groundwater, Non Circular Drawn By KB Scale 1:700 Company KGA SLIDEINTERPRET Date 1/08/2017 File Name Section A - Run 2.slim

48 Safety Factor Material Name Color Unit Weight (kn/m3) W Strength Type Cohesion (kpa) Phi (deg) Fill 18 Mohr-Coulomb 2 27 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 3 28 s ĞƌLJ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 5 28 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 30 ĞŶƐĞt ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 35 Waitemata Group Rock 18 Mohr-Coulomb Results spencer Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Composite Surfaces: Enabled Reverse Curvature: Invalid Surfaces Minimum Elevation: Not Defined Minimum Depth: Not Defined Every available surface W Project Stability Analysis - 54 Parkway Drive, Rosedale Analysis Description Run 3 - Raised Groundwater, Circular Drawn By KB Scale 1:700 Company KGA SLIDEINTERPRET Date 1/08/2017 File Name Section A - Run 3.slim

49 Safety Factor Material Name Color Unit Weight (kn/m3) W Strength Type Cohesion (kpa) Phi (deg) Fill 18 Mohr-Coulomb 2 27 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 3 28 s ĞƌLJ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 5 28 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 30 ĞŶƐĞt ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 35 Results spencer Surface Type: Non-Circular Path Search Number of Surfaces: 00 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Segment Length: Auto Defined Minimum Elevation: Not Defined Minimum Depth: Not Defined Upper Angle: Auto Defined Lower Angle: Auto Defined The 100 surfaces with the lowest factors of safety 2.2 Waitemata Group Rock 18 Mohr-Coulomb W Project Stability Analysis - 54 Parkway Drive, Rosedale Analysis Description Run 4 - Raised Groundwater, Non Circular Drawn By KB Scale 1:700 Company KGA SLIDEINTERPRET Date 1/08/2017 File Name Section A - Run 4.slim

50 Safety Factor Material Name Color Unit Weight (kn/m3) Strength Type W Cohesion (kpa) Phi (deg) Fill 18 Mohr-Coulomb 2 27 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 3 28 s ĞƌLJ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 5 28 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 30 ĞŶƐĞt ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 35 Waitemata Group Rock 18 Mohr-Coulomb Results spencer Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Composite Surfaces: Enabled Reverse Curvature: Invalid Surfaces Minimum Elevation: Not Defined Minimum Depth: Not Defined Every available surface W Project Stability Analysis - 54 Parkway Drive, Rosedale Analysis Description Run 5 - Seismic, Measured Groundwater, Circular Drawn By KB Scale 1:700 Company KGA SLIDEINTERPRET Date 1/08/2017 File Name Section A - Run 5.slim

51 Safety Factor Material Name Color Unit Weight (kn/m3) Strength Type W Cohesion (kpa) Phi (deg) Fill 18 Mohr-Coulomb 2 27 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 3 28 s ĞƌLJ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖ^žŝůɛ 18 Mohr-Coulomb 5 28 ^Ɵī t ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 30 ĞŶƐĞt ĂŝƚĞŵĂƚĂ' ƌžƶɖdƌăŷɛŝɵžŷăů 18 Mohr-Coulomb 5 35 Waitemata Group Rock 18 Mohr-Coulomb Results spencer Surface Type: Non-Circular Path Search Number of Surfaces: 00 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Segment Length: Auto Defined Minimum Elevation: Not Defined Minimum Depth: Not Defined Upper Angle: Auto Defined Lower Angle: Auto Defined The 100 surfaces with the lowest factors of safety W Project Stability Analysis - 54 Parkway Drive, Rosedale Analysis Description Run 6 - Seismic, Measured Groundwater, Non Circular Drawn By KB Scale 1:700 Company KGA SLIDEINTERPRET Date 1/08/2017 File Name Section A - Run 6.slim