FSNI TE RAPA Geotechnical Assessment report for Foodstuffs North Island Limited

Transcription

1 FSNI TE RAPA Geotechnical Assessment report for Foodstuffs North Island Limited Job No: 60729#GE Geotechnical Assessment Report.doc Date of Issue: 16 August 2017 Revision: 0

2 0 16/08/ Final M. Al-Haidar R. Dawson Issue Date BDOC Ref. Status Prepared By Reviewed By Geotechnical Assessment Report.doc

3 CONTENTS EXECUTIVE SUMMARY INTRODUCTION PROPOSED DEVELOPMENT SITE DESCRIPTION Location Site Usage / History Topography and Vegetation SITE INVESTIGATIONS Site Investigations By Other Consultants Environmental Site Investigation Geotechnical Site Investigation LABORATORY TESTING GEOLOGY / STRATIGRAPHY Geology Stratigraphy GROUNDWATER CONDITIONS DISCUSSION Interpretation of Geological Model Interpretation of Material Properties Earthworks Settlement Potential Site Seismic Classification Liquefaction Potential Pavements Retaining Walls Foundations SUMMARY AND CONCLUSIONS RECOMMENDATIONS LIMITATIONS Restriction of Intended Purpose Legal Interpretation Reliability of Information TABLES: Table 1: Adopted Soil Parameters Table 2: Predicted Consolidation Settlements. Geotechnical Assessment Report Geotechnical Assessment Report.doc i

4 Figures: Figure 1: Site Location Plan Figure 2: Geology Map Figure 3: Overall General geology of the Hamilton Basin Figure 4: Estimated free-field ground surface liquefaction reconsolidation settlements. APPENDICES: Wingate Architects Site Plan Option 1B Drawing SK07, Dated 14/07/2017. Geotechnical Site Investigation Sketch 60729#GE SK-01 Rev 0 Geological Cross Sections Sketch 60729#GE SK-02 Rev 0 Summaries of Soil Profile and Testing Explanation of Terms and Symbols BH1 Core Box Photos Cone Penetration Tests Soil Behaviour Types Laboratory Testing Consolidation Settlements Liquefaction analysis Geotechnical Assessment Report Geotechnical Assessment Report.doc ii

5 EXECUTIVE SUMMARY Babbage Consultants Limited (Babbage) was engaged by Foodstuffs North Island Ltd (FSNI) to carry out a geotechnical investigation to support the commercial redevelopment of a site at 980 to 986 Te Rapa Road, Hamilton. The investigation will be used to support a Resource Consent application for the project, and to assist with foundation design. Historical aerial photos show that pre 1971 the majority of the site was undeveloped. AF Porter Limited occupied the site in 1975, at which point levelling earthworks took place and industrial development was undertaken. A ground investigation comprising of test pits, Cone Penetration Tests (CPTs) and a machine borehole was carried out on the site. The ground investigation indicated the site to be generally underlain by around 1.2m fill overlying natural alluvial sand and silt deposits with interbedded thin clayey layers. The soil stratigraphy on site is consistent with that anticipated from the geological map. CPT data and lab testing was used to assess the potential for consolidation and liquefaction induced settlement. Consolidation settlements are estimated to be low and within structural building limits. The site appears to be susceptible to liquefaction during an Ultimate Limit State (ULS) event, but not a Serviceability Limit State (SLS). ULS free-field settlement is expected to be around 30 to 60mm. Based on the geotechnical investigation undertaken, we consider that the site is suitable for the proposed commercial development, provided that foundations are compatible with the expected liquefaction settlement. We recommend that a raft or mat foundation be adopted, capable of managing differential settlement. Some sub-excavation of unsuitable fill may be required as part of foundation construction. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

6 1.0 INTRODUCTION Babbage Consultants Limited (Babbage) was engaged by Foodstuffs North Island Limited (FSNI) to undertake a geotechnical assessment of the site at 980 to 986 Te Rapa Road, Hamilton (the site). The findings of our assessment will be used to undertake a detailed foundation, retaining wall and earthworks design and will support a resource consent application. Babbage has also undertaken a contamination assessment for the site, which is reported separately. 2.0 PROPOSED DEVELOPMENT The site is proposed to be developed as a supermarket, with associated parking, fuel depot, loading bays, and landscaping areas. Babbage received a conceptual drawing 1 provided by Wingate Architects showing the proposed layout of the site, with the main component (the building) located on the north western part of the site. We expect floor loadings to be around 5 to 10 kpa. The carpark and fuel depot will occupy the southern and north eastern parts of the site sharing access and boundaries with Eagle Way and Te Rapa Road. A goods vehicle entry has also been provided via a proposed road extension coming off the corner bend of Eagle way along the north eastern boundary of the site. We expect that upgrade/realignment of existing stormwater and sanitary sewerage systems will be required as part of the development and that overland flow paths need to be assessed. We have not considered these aspects as part of our scope. Considering the generally flat topography of the site, no significant earthworks is envisaged in developing the site. An earthworks plan was not made available to us at the time of writing this report. 3.0 SITE DESCRIPTION 3.1 LOCATION The subject site is located on Te Rapa Road in Hamilton. It fully encompasses 986 and part of 980 Te Rapa Road (Legally describe as LOT 1 DPS 8028, PT Lot 1 & Lot 2 DPS 4044). It is bound by Te Rapa road to the West, Eagle Way to the south and industrial developments to the north and east. The location of the site is indicated in Figure 1. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

7 Figure 1: Site Location Plan 3.2 SITE USAGE / HISTORY A review of the historic aerial photographs 1 indicates that during 1963 and 1971 the majority of the site was undeveloped and used as pasture land with areas covered in scrub and bush, apart from LOT 1 DPS 8028 which was fully developed with structures. AF Porter Limited 2 occupied the site in 1975, after which the site was developed over the period of the ownership. This included filling with sand and capped with roading subgrade to create storage yards with a number of structures erected. The 1979 aerial photo shows that PT Lot 1 DPS 4044 is being utilised as an industrial yard with a large shed structure on the south eastern boundary. The 1991 photo shows that the industrial development also encompasses PT Lot 2 DPS Lysaght Consultants Limited Report Detailed contaminated Site Investigation Stage 1 for 980 to 1024 Te Rapa Road, Hamilton; Dated May Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

8 The 2012 aerial photo indicates that the majority of the southern portion of the site has been sealed with asphalt. 3.3 TOPOGRAPHY AND VEGETATION The site is generally flat due to the filling carried out post The contours indicate that the highest point is at RL 33.0m with the lowest depression point located approximately in the middle of the site at an RL 32.0m. As the site has been utilised as an industrial yard it is devoid of vegetation, although there are some bushes, small trees and a small lawn within the south western part of the site near the now disused Porters entrance offices along Te Rapa Road. 4.0 SITE INVESTIGATIONS 4.1 SITE INVESTIGATIONS BY OTHER CONSULTANTS Babbage has been provided with two environmental reports carried out for a much larger site (encompassing our site) on 980 to 1024 Te Rapa road by Lysaght Limited: Preliminary site management plan 2, dated 14 May Detailed contaminated Site Investigation Stage 1 for 980 to 1024 Te Rapa Road, Hamilton 2, dated May These reports and a geotechnical site investigation report that Soil and Rock 3 prepared for the Countdown across the road at 8 Eagle Way have been overviewed. The findings of this report are summarised below (note that we do not necessarily endorse these findings): The site is underlain by Piako subgroup of the Tauranga Group. This material consists of alluvial or lacustrine mud, silt, sand with gravel and peat beds. The groundwater table was measure around 1.05m and 4.5m below ground level. A Class C shallow soil site subsoil category was selected based on the site investigation at 8 Eagle Way. Based on the near level topography we consider the risk of instability within the proposed building platform to be low. 2 Lysaght Consultants Limited Report Preliminary site management plan 980 to 1024 Te Rapa Road (Ref No ); Dated 14 May Soil and Rock Consultants Geotechnical Investigation Report Titled Proposed supermarket building corner Te Rapa and Eagle Way Hamilton (Ref No ); Dated 28 October Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

9 The potential for liquefaction is moderate to low. Shallow strip and pad foundations are appropriate and should be embedded 450mm below cleared or final ground levels. With an assumed 300kPa bearing capacity. Council records indicate that the majority of the retail buildings for the Base shopping centre across Te Rapa Road have been constructed on shallow strip and pad foundations. The assessed settlement potential using a standard 3.0m square pad footing is within tolerable limits at 8 Eagle Way. 4.2 ENVIRONMENTAL SITE INVESTIGATION We understand that the previous environmental investigation was carried out for a much larger site, so was not site specific. A separate detailed site specific contamination report has been prepared by Babbage. 4.3 GEOTECHNICAL SITE INVESTIGATION Geotechnical ground investigation was carried out between 20 and 24 July The shallow ground investigation carried out Pemberton Civil, comprised thirteen test pits (TP101 to TP114) excavated to depths of between 1.6 to 3.0 metres, primarily for environmental sampling. These also provided valuable information regarding near surface soil quality. The deep ground investigation comprised of one sonic machine drilled borehole (BH101) and five Cone Penetration Tests (CPT s), which were carried out by DCN drilling. The machine borehole included Standard Penetration Testing (SPT) at 1.5m intervals. Penetration depths ranged from 4.9 to 23.3 mbgl. The Sonic borehole refused at 14.0 mbgl where heaving was encountered and the borehole could not be progressed further. CPT1, CPT2, CPT3 and CPT5 reached the target depth stratum past a 20.0 mbgl depth. CPT4 refused at a shallow depth of 4.9mbgl. The location of the investigations are presented on the site investigation plan (60729#GE SK-01) in Appendix A. Summary logs and CPT results are provided in Appendix B and C, respectively. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

10 5.0 LABORATORY TESTING Three samples from the sonic borehole drilling were recovered to carry out Atterberg Limits testing and Particle Size Distribution (PSD) Testing by our IANZ accredited soil testing laboratory. Atterberg limits testing was carried out on the fine grained samples taken at depth of 1.5 and 4.5mbgl. The PSD testing was carried out on the granular material taken at 3.0mbgl. A summary of the results is given below. Location Test Type Test Results BH1, 1.5m Atterberg Limits Water content Liquid Limit Plastic Limit Plasticity Index BH1, 4.5m Atterberg Limits Water content Liquid Limit Plastic Limit Plasticity Index BH1, 3.0m Particle Size Gravel Distribution Sand Silt & Clay (<0.06mm) 47.8% % % 70% 21% The detailed results of the laboratory testing are presented in Appendix C. 6.0 GEOLOGY / STRATIGRAPHY 6.1 GEOLOGY The 1:250,000 scale geological map 4 for the region indicates that the anticipated geology at the site is the Piako subgroup of the Hinerua Formation of the Tauranga Group. This material consists of alluvial or lacustrine mud, silt, sand with gravel and peat beds deposited during the early Holocene late Pleistocene period by the Waikato River. An extract of the geology map for the area is shown in Figure 2 4 Institue of geological & nuclear sciences limited 1:250,000 scale geological map 4, Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

11 Figure 2. Geology Map While the depth of these deposits vary, it is likely that the subject site will have very deep alluvium overlying ash and ignimbrite as it is located within the Hamilton lowlands region. A hydrocarbon investigation borehole carried out at Te Rapa measured the thickness of alluvium at 610m. The block diagram (provided by the university of Waikato) shown in Figure 3 indicates the overall geology of the Hamilton basin area. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

12 Figure 3. Overall General geology of the Hamilton Basin 6.2 STRATIGRAPHY The subsurface conditions encountered have been interpreted from the shallow test pits, the machine borehole and the inferred Soil Behaviour Types (SBT) 5 obtained from the CPT data. The logs and SBT plots have been attached to Appendix B and Appendix C. In general the subsurface conditions encountered comprised of nonengineered fill overlying the Tauranga Group consistent with the published geological information. Two geological cross sections for the site have been produced and attached in Appendix A. A more detailed description of each of these deposits is given below. Non Engineered Fill Fill was encountered in all of the test pits and within the machine borehole. The fill was generally around 1.2m in depth. However, in localised areas the fill ranged in depths between 0.75 to 1.8mbgl. The fill comprised of asphalt, fine to coarse grained sand, gravel, and silt with organic inclusions. The gravel was generally medium to coarse, angular to sub-angular in shape. The silt was generally non-plastic to slightly plastic. Localised moderately plastic silt was encountered in TP101 due to localised clayey material. 5 Robertson, P.K Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

13 No testing was carried out within this layer. However, inferred correlations from CPT data indicates: Medium dense granular fill with a relative density generally around 40 to 60%. Shear strength of the fine grained material 50 to 150kPa. Tauranga Group Deposits The fill layer was underlain by sands and silts with interbedded thin clayey layers. Finer grained material was more prominent in the upper 3.7m of the soil profile. Samples taken at 1.5 and 4.5m for lab testing indicate highly plastic clay and silt or organic clay / silt with a high liquid limit (results in Appendix C). The machine borehole shows that the sand below this depth is generally coarser. It should be noted that localised peat was encountered in TP105. The CPT data and the shear vane testing indicate that fine grained material was generally firm to stiff, with shear strength generally between 40 and 100kPa. The SPT testing and relative density correlations obtained from the CPT data indicate a relative density is generally between 30 to 50%, signifying medium dense alluvial deposits. 7.0 GROUNDWATER CONDITIONS A groundwater table reading was taken 30 minutes after the completion of the sonic borehole drilling to allow the groundwater level to equalise after drilling. On 24 July 2017 the groundwater level was measured at 4.1mbgl within BH1. CPT pore pressure data indicates at around 5 to 6 mbgl the pore pressures become positive. None of the test pits carried out on site encountered groundwater. A conservative ground water level of 3.0mbgl was adopted for geotechnical analysis purposes. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

14 8.0 DISCUSSION 8.1 INTERPRETATION OF GEOLOGICAL MODEL Geological cross section models of Sections A-A and B-B are shown in sketch no #GE SK-02 Rev 0 in Appendix A. Recommendations and opinions in this report are based on the investigation described herein. The nature and continuity of the subsoil conditions away from the investigation locations are inferred and it must be appreciated that the actual conditions could vary from the assumed model. 8.2 INTERPRETATION OF MATERIAL PROPERTIES Moderately conservative effective soil parameters were inferred from strength data presented on attached test pit logs, machine borehole and CPT data. Adopted parameters are presented on the Table 1 below. Table 1: Adopted Soil Parameters Layer Friction Angle, φ ( ) Unit Weight, γ (kn/m3) Non Engineered Fill Tauranga Deposits Note the recommended cohesion is 0 due to the depositional process resulting in the majority of the profile comprising of non-cohesive material. 8.3 EARTHWORKS Should earthworks be required to form a level building platform or form overland flow paths, it should be carried out in accordance with the following documents: New Zealand Standard Code of Practice for Earthfill for Residential Development, NZS Land Development and subdivision Engineering NZS4404:2004. Hamilton City Council Technical Publications. Cut and full slopes are unlikely to exceed 1v:4h. Any fill placed should be appropriately monitored and tested during placement and compaction and its suitability for final residential development confirmed by way of a Statement of Professional Opinion by a suitably qualified Geotechnical Engineer. Cuts and fills Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

15 greater than 600 mm depth should be assessed by a Geotechnical Engineer familiar with the contents of this report. 8.4 SETTLEMENT POTENTIAL Consolidation settlements (comprising of primary and secondary creep settlements) for the proposed development over a 50 year period under static loading were assessed from CPT data using the software package CPeT-IT 6. Predicted settlement calculations for two example foundation types are attached in Appendix D. A summary of the results is given below in Table 2. Table 2: Predicted Consolidation Settlements. Foundation Type* Loading applied (kpa) Total Settlement ** (mm) Isolated Pad Footing (3.0m x 3.0m) to 25 Raft Foundation (74.2m x 74.2m) to 25 *The foundations are embedded at a depth of 0.6mbgl for these calculations. **CPeT-IT indicated settlements less than 10mm. However, based on hand calculations and allowing for some soil variation we recommend allowing for quoted settlements. 8.5 SITE SEISMIC CLASSIFICATION In accordance with NZS the site should be classified at Site Class D (Deep or Soft Soils). The reasons for this classification are: The depth to rock is expected to be considerable (a hydrocarbon investigation well at Te Rapa measured alluvium depth at around 600m), which excludes Classes A, B and C The soils are generally denser than would be required for Class E. 8.6 LIQUEFACTION POTENTIAL Assessment of liquefaction susceptibility was carried out in general accordance with New Zealand Geological Society and Ministry of Business, Innovation and Employment (MBIE) Guidance 7. The assessment comprised screening procedures 6 Geologismiki Geotechnical Software, CPTeT-IT v CPT Assessment Software. 7 Ministry of Business, Innovation and Employment, 2016: Module 3 Identification and mitigation of liquefaction hazards. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

16 based on evaluation of geological and compositional criteria. Our geotechnical investigation indicated that the site is underlain by young alluvial deposits, which can be susceptible to liquefaction. The compositional criteria indicates that under seismic loading soils can behave in two ways; in a sand like manner (i.e potentially subject to classic liquefaction), or clay like behaviour. The compositional criteria can be assessed in two ways; using CPT Data, and laboratory testing. With CPT data the soil SBT plots can be used. soils are assumed to be clay-like if the soil behaviour index (Ic) is greater than 2.6 and sand-like where Ic < 2.6. We tested three samples from BH1 to assess the composition of the alluvial deposits. The results of the lab testing indicated that the fine grained samples taken at 1.5 and 4.5mbgl were generally not susceptible to liquefaction as their Plasticity Index is greater than 12. The granular sample taken at 3.0mbgl is susceptible to liquefaction. Due to the susceptibility to liquefaction an assessment of the earthquake-induced free field settlements was carried out in accordance with the Ministry of Business, Innovation and Employment (MBIE) Guidance 8 and using propriety liquefaction assessment software 8. The results are outlined in Figure 4, which indicates the expected relationship between Peak Ground Acceleration (PGA) and settlement for the five CPT positions. Relevant design earthquake scenarios are the Serviceability Limit State (SLS) and the Ultimate Limit State (ULS). Using the procedure outlined in the MBIE guidance 8 for an Importance Level 2 structure and Class D subsoil site, the calculated peak ground acceleration for an SLS and ULS is 0.06g and 0.22g respectively. Figure 4 indicates that free field settlement is not expected to occur at SLS loading. For a ULS event, expected settlements are 5 to 130mm. The 5mm estimate is associated with the shallow refusal of CPT4, which may not be representative of the site. Excluding the data from CPT4 ULS settlements were predicted to be around 60 to 130mm. By limiting our analyses to the upper 10m (in accordance with the MBIE Guidance), the estimated liquefaction-induced free-field settlement Index values under the ULS event are around 30 to 60mm. Figure 4 excluded CPT4 from the Index assessment because it refused before a 10m depth. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

17 SLS ULS Figure 4: Estimated free-field ground surface liquefaction reconsolidation settlements. The results of our liquefaction assessment have been attached to Appendix E. The results indicate that under SLS event liquefaction is not triggered. Under ULS loading conditions, isolated layers with relatively low density between approximately 3.0m (earthquake groundwater level) and 21.0mbgl have the potential to liquefy. The crust of non-liquefiable soil near the surface will reduce the potential damage to surface foundations. However, we recommend that foundations for the project should be designed in accordance with recommendations for liquefiable soils. A raft or mat foundation will be the most appropriate to spread loading and deformation over localised areas with higher settlement. If isolated pad footings were considered, they should be well tied together to limit relative lateral movement. 8 Geologismiki Geotechnical Software, Cliq v CPT Liquefaction Assessment Software. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

18 8.7 PAVEMENTS Based on our experience in this area we consider that for the design of roads and car parking a CBR of 3 can be used for preliminary design for in-situ soil and certified fill. It is however recommended that once earthworks is complete that confirmatory Scala penetrometer tests are carried out along the proposed roads and car parks areas to confirm the design CBR value for design. 8.8 RETAINING WALLS Should a retaining wall be required or there is a change in the proposed development that requires a retaining wall, the following recommendation have been given in this section. For the preliminary design of permanent retaining walls we recommend that the following parameters are adopted for in-situ soil. Unit Weight 17.5 kn/m³ Soil Friction Angle 29 Drained Cohesion 0 kpa In determining the active and passive pressures on the retaining wall, the designer should carefully consider effects of the toe slope, back slope and surcharges on the wall. The passive and active pressure can be derived from the provided friction angle. Furthermore, due to the depositional process of the soil, we have not provided an undrained shear strength, as the majority of the soil profile comprises granular material, the retaining wall should be design under drained conditions. The designer should also consider temporary works that may be required to construct the wall based on the selected type. We also recommend that the alignment of proposed services should, as far as practical, run perpendicular to any existing or proposed retaining wall to limit potential for local instability during construction. 8.9 FOUNDATIONS Considering the potential for liquefaction under a ULS earthquake event, we recommend that foundations within the proposed lot comprise of a shallowly embedded stiff raft (possibly a ribbed raft) founded a minimum of 600 mm below adjacent finished ground levels. It is anticipated that uncontrolled fill is present at this depth. This material may be unsuitable for founding on and we recommend that Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

19 further site verification be carried out using DPC testing after excavating to foundation depth to confirm the condition of the fill. Deposits of very loose/soft, organic, unsuitable material encountered at founding level should be removed to expose competent ground and replaced with either compacted GAP65 or 40 hardfill. Shallow foundations may be designed having a Geotechnical Ultimate Bearing Capacity of 300kPa under static loading. Alternatively piles (most likely driven) founded within the non-liquefiable material (encountered at a depth of 21.0mbgl) could be used to support structural loading of the building. We recommend that a Geotechnical Ultimate End Bearing Capacity of 1,000 kpa be adopted, with side frication of 50kPa in the non-liquefiable material. The effects of liquefaction could however cause significant down-drag and lateral pile loading which would need specific detailed analysis and design. We note however that a deep foundation system is likely far more costly than shallow foundations. In accordance with the New Zealand Building Code a strength reduction factor of 0.5 and 0.8 for static and seismic load cases respectively should be applied to the ultimate capacities given above. The Hamilton Council Plans indicate that there is a sewer and storm water line present beneath the building platform. Council recommends bridging over the service lines as not to load them. However, this would require piles extending to a depth of 21.0mbgl beneath the potential liquefiable material, which is not economical. We recommend that these existing services are removed and relocated due to the risk of ground settlement under ULS loading. The relocated services should be beyond the proposed building footprint so that the loading of the proposed structure does not influence the sewer and storm water line. 9.0 SUMMARY AND CONCLUSIONS Based on the fieldwork covered by this investigation it is considered that the site is suitable for commercial development in accordance with the proposed earthworks and subject to the recommendations contained within this report. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

20 10.0 RECOMMENDATIONS Based on the fieldwork covered by this investigation it is considered that the site is suitable for commercial development in accordance with subject to the recommendations contained within this report. A summary of the recommendations is given below: For detailed design the recommendations must be read in conjunction with the relevant preceding sections where the subject is considered in greater detail. It is recommended that all earthworks are carried out in accordance with NZS 4431:1989 Code of Practise for Residential Development and in particular that cut and fill slopes do not exceed 1v:4h. In our opinion the consolidation settlements are within tolerable limits. In accordance with NZS the site should be classified at Site Class D. Under an SLS seismic event liquefaction is not triggered. Under ULS loading the predicted liquefaction induced free field settlement in the upper 10m of the soil profile is in the order of 30 to 60mm. For road and car park design it is recommended that a CBR of 3 for the in-situ residual soil be used for preliminary design. It is recommended that confirmatory Scala penetrometer tests are carried out along the proposed roads and car park areas to confirm the design CBR value during the proposed works. For retaining wall and pole retaining wall design it is recommended that the design parameters given in section 8.8 of this report are adopted for preliminary design of the residual soils and certified fill for the case of horizontal ground surface above and below the wall. For sloping ground surfaces the design parameters need to be reassessed taking into account the actual finished ground surface using an effective friction angle of 30 degrees. Shallow stiff raft foundation is recommended and should be designed using a geotechnical ultimate bearing capacity of 300kPa. If deep piles are used they should extend beyond the liquefiable material to a depth of 21.0mbgl where a Geotechnical Ultimate Bearing End Capacity of 1000 kpa and a shaft capacity of 50 kpa within the non-liquefiable material may be adopted. Existing services running below the proposed building footprint should be removed and relocated beyond the footprint with the void filled with controlled fill. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

21 11.0 LIMITATIONS 11.1 RESTRICTION OF INTENDED PURPOSE This report has been prepared solely for the benefit of Foodstuffs North Island Ltd as our client with respect to the brief. The reliance by other parties on the information or opinions contained in the report shall, without our prior review and agreement in writing, be at such party s sole risk. The brief is to carry out a geotechnical investigation and provide recommendations for foundation considerations, settlement potential, liquefaction potential, and design parameters for walls and pavements. Investigation work has extended thirteen test pits, four CPTs and one machine borehole. This report has been prepared for the purpose of resource consent and the report shall not be relied upon for any other purpose LEGAL INTERPRETATION Opinions and judgements expressed herein are based on our understanding and interpretation of current regulatory standards, and should not be construed as legal opinions. Where opinions or judgements are to be relied on they should be independently verified with appropriate legal advice RELIABILITY OF INFORMATION Recommendations and opinions in this report are based on data from test pits, CPTs, and machine borehole. The nature and continuity of subsoil conditions away from these investigation points are inferred and it must be appreciated that actual conditions could vary considerably from the assumed model. During excavation and construction the site should be examined by an Engineer or Engineering Geologist competent to judge whether the exposed subsoils are compatible with the inferred conditions on which the report has been based. It is possible that the nature of the exposed subsoils may require further investigation and the modification of the design based upon this report. Geotechnical Assessment Report Page Geotechnical Assessment Report.doc

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23 Appendix A Wingate Architects Site Plan Option 1B Drawing SK07, Dated 14/07/2017. Site Investigation Sketch 60729#GE SK-01 Rev 0 Geological Cross Section A-A Sketch 60729#GE SK-02 Rev 0 Geotechnical Assessment Report Geotechnical Assessment Report.doc

24 FEASIBILITY SK-07 N m² PROPOSED SITE SERVICE N E W R O A D E X T E N S I O N CANOPY FUEL 5500 m² line dashed E A G L E W A Y TE R A P A R O A D SITE PLAN OPTION 1B PAK N SAVE TE RAPA /07/2017 W I N G A T E ARCHITECTS

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26 Note: The CPT plots show the qc (MPa) with depth plot. The x-axis is set at a maximum qc value of 20MPa. Elevation Levels were obtained from the Hamilton City Council GIS Viewer and should not be relied on for design. Non Engineered Fill 35 TP106 TP107 CPT5 TP109 CPT2 BH1 CPT1 TP110 TP113 CPT4 TP114 CPT3 30???????? Elevation (mrl) Groundwater at time of investigation Tauranga Group Deposits mrl Distance (m) SECTION A-A' Non Engineered Fill 35 CPT2 BH1 CPT1 TP110 TP108 TP102 CPT5 TP103 CPT4 30????? Elevation (mrl) Groundwater at time of investigation Tauranga Group Deposits mrl Distance (m) SECTION B-B' SKETCH REVISIONS REV DATE DESCRIPTION First Issue DRAWN SKETCH CHECK DATE INITIAL CLIENT / PROJECT SKETCH TITLE SCALE 12/08/2017 MA Foodstuffs FSNI Te Rapa Geological Cross Sections 1:250 COPYRIGHT BABBAGE CONSULTANTS LTD UNAUTHORISED COPYING PROHIBITED DO NOT SCALE THIS SKETCH PLEASE REFER ALL QUERIES TO BABBAGE CONSULTANTS LIMITED JOB NO. SKETCH NO. REVISION 60729#GE 02 0

27 Appendix B Summaries of Soil Profile and Testing Explanation of Terms and Symbols BH1 Core Box Photos Geotechnical Assessment Report Geotechnical Assessment Report.doc

28 EXPLANATION OF TERMS AND SYMBOLS These pages present an explanation of the terms and symbols used on the log sheets entitled Summary of Soil Profile and Testing. The materials, boundaries and conditions have been interpreted at the test hole locations only and could differ elsewhere on the site. 1. DEPTH / ELEVATION This column refers to the depth below the ground surface existing at the time of drilling. The corresponding elevations are shown with respect to the datum noted where survey information is available. 2. SOIL AND ROCK SYMBOL This column contains the standard soil and rock symbols used by Babbage for the materials encountered in the boreholes as shown below: Fill Clay Boulders Asphalt Silt Sandstone Concrete Sand Siltstone Topsoil Gravel Volcanic Rock Peat or Organic Soil Cobbles Uncertain Material 3. SOIL AND ROCK DESCRIPTION The terms used to describe the soils and rocks are generally in accordance with the NZ Geotechnical Society s Guideline for the Field Classification and Description of Soil and Rock for Engineering Purposes December The soils are generally described in the following order: Major soil type, minor soil type/s, consistency (for cohesive soils) or density (for cohesionless soils), plasticity, structure and/or particle shapes, colour, moisture condition, minor inclusions, other significant aspects (e.g. geological description). Where rock is encountered, the rock material and the rock mass are described in the following order: Major rock type, texture and fabric, strength, weathering, colour, discontinuity type, discontinuity spacing, discontinuity orientation, discontinuity opening, discontinuity roughness, geological description (if this can be determined). Where no field or laboratory tests are carried out, the soils and rock descriptions are based on handling and visual assessment of the recovered samples. Any design based on such descriptions should allow for the generic nature of the descriptions. 4. GEOLOGIC UNIT This column divides the soil and/or rock encountered in the borehole into units that have been formally described and published by geologists (determined from geological maps), or informal units describing what general categories the materials belong to eg. fill, weathered rock, alluvium, etc. NEW EXPLANATION OF BOREHOLE TERMS & SYMBOLS.doc Page 1 of 3

29 EXPLANATION OF TERMS AND SYMBOLS 5. PIEZOMETER This column graphically displays what happens to the hole on completion of drilling ie. whether the hole is backfilled, left open with a plug, or if a piezometer/standpipe is installed. Borehole Cover Plain PVC Pipe Slotted PVC Pipe Bentonite Clay Seal Concrete No Backfill Backfill Sand / Gravel Filter 6. GROUNDWATER The groundwater level, or the depth at which free water was observed in the borehole, or any seepage observed in the borehole, are denoted by the symbols given below. water level on day of drilling water level at a later date 1 st measurement observed seepage water level at a later date 2 nd measurement The level is the water level in an open hole unless otherwise indicated. N in the column indicates the water level could not be recorded due to drilling water/mud, rain or hole caving. NR in this column indicates that no record of the groundwater level was taken. D in this column indicates that the hole was dry. F in this column indicates when free water in the hole was first noticed. 7. SOIL SAMPLES Condition This column indicates the depth, length and condition of each sample taken. The following symbols are used to represent the condition of the samples. standard penetration undisturbed disturbed remoulded sample / solid nose SPT test no recovery rock core Type (and sample number) The type of sample and its sequential number is indicated in this column as follows: A auger sample P piston tube sample B block or bulk sample S standard penetration test (SPT) sample D disturbed sample (eg. open barrel core) T thin-walled tube sample J jar sample W wash or air return sample GW ground water sample O other (see text) Disturbed soils samples are transported and stored in plastic bags. Machine borehole disturbed samples are transported and stored in core boxes. Tube samples are sealed with plastic bags in the field and with wax on return to the laboratory. Method NEW EXPLANATION OF BOREHOLE TERMS & SYMBOLS.doc Page 2 of 3

30 EXPLANATION OF TERMS AND SYMBOLS This refers to the particular drilling/sampling technique: Recovery HA hand auger TU push-tube HD hand dug SSA solid stem machine auger HSA hollow stem machine auger SPT standard penetration test EX hydraulic excavator SP scala penetrometer OB open barrel TT triple tube PP pneumatic percussion WD wash drill VAC vacuumed SD sonic vibration drilling This column gives the sample recovery as a percentage of the sampled length for open barrel and triple tube core runs, and also split spoon SPT tests. If nothing is shown, the sample recovery was not measured. 8. TEST RESULTS Penetration Resistance The Penetration Resistance is the number of blows required to drive either a 50mm (outside diameter) open end spilt spoon or Raymond sampler the final 300mm of a 450mm penetration using a 64kg weight falling 760mm. The number of blows required to drive the sampler the final 300mm is referred to as the N value. The test is referred to as the Standard Penetration Test or SPT. The number of blows for each 150mm penetration of the test, or part-penetration when driving is terminated due to hard ground, are given in the Other Tests column, e.g. 15, 36, 46 for 55mm would indicate 15 blows for the first 150mm, 36 blows for the second 150mm and 46 blows for a further 55mm penetration and a N value of greater than 50 would be reported. In some cases a solid steel 60º cone is used for this test (a solid nose Standard Penetration Test). For these cases the penetration resistance is reported as an S value is reported in this column. Water Content and Atterberg Limits The moisture or water content, plastic limit and liquid limit of the recovered soil sample, as determined in the laboratory in accordance with the test procedures set out in NZS4402, is plotted against depth. The abbreviations and graphic symbols are defined as follows: w natural moisture content w P plastic limit + w L liquid limit Other Tests The following abbreviations are used to indicate the type of test undertaken: COM Compaction Test pp Pocket penetrometer strength *CON Consolidation test *Q Consolidated undrained triaxial test G Specific gravity or solid density of particles qu Unconfined compressive strength k Permeability coefficient *SB Shear box test LS Linear shrinkage SP Scala penetrometer OC Organic content *ST Swelling test *PSD Particle size distribution SV Vane shear strength: (U) undisturbed (R) remoulded *These tests are usually summarised separately. 9. REMARKS Any additional observations or relevant information such as weather conditions, piezometer design, daily drilling progress, survey co-ordinates of the borehole, problems encountered during drilling, etc. NEW EXPLANATION OF BOREHOLE TERMS & SYMBOLS.doc Page 3 of 3

31 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. BH1 TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, BH.GPJ DATE STARTED: 21/07/2017 DATE FINISHED: 24/07/2017 DEPTH (m) SOIL SYMBOL Remarks: For an explanation of the terms & symbols used see attached sheets. FILL, gravel, subangular to angular, sandy, light grey to grey, slightly moist. FILL, silt, fine sandy, slightly plastic, light grey, slightly moist, brown organic inclusions. FILL, silt, non-plastic to slightly plastic, yellowish brown, slightly moist, organic inclusions. FILL, silt, fine sandy, non-plastic to slightly plastic, dark orangish brown, slightly moist, black organic inclusions, light grey silt, fine sandy concretions. SILT, fine sandy, slightly plastic, light grey with greenish grey mottles, slightly moist, dark brown organic inclusions. SAND, fine to medium, silty, non-plastic to slightly plastic, light grey with greenish grey mottles, slightly moist. White speckles, coarser sand, some black organics. Fine to medium sand. SILT, fine sandy, non-plastic to slightly plastic, light grey, slightly moist, dark brown organic inclusions. Thin band of SAND, fine, silty. METHOD: SD/SPT DUG BY: DCN Drilling Ltd. SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: SILT, fine sandy, slightly plastic, yellowish brown, moist, orangish brown organics, dark grey fine to medium sand inclusions. SAND, fine to coarse, trace silt, non-plastic, light grey with black, orange and white speckles, dry becoming slightly moist, occasional gravel sized grains. Ground water measured after drilling at 4.1m. Some silt, fine sandy clasts up to 5cm diameter. SILT, clayey, some fine sand, moderately plastic, light greenish grey with black organic streaks, moist. Slightly less organics. SAND, fine to coarse, non-plastic, light grey with black, white and orange speckles, slightly moist, dark brown and black organic sandy silt inclusions. GEOLOGIC UNIT GROUND WATER FILL PIAKO SUBGROUP (TAURANGA GROUP) 24/7/17 CONDITION TYPE JAb J1 D1 D2 J3 D3 J4 D4 EXCAVATOR: Sonic FLUID: None METHOD SD SPT SD SPT SD SPT SD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 2 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS LIQUID = IN SITU VANE (kpa) = *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PENETRATION RESISTANCE OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 6/9/12/N=21 8/10/9/N=19 5/2/4/N=6 3/8/17 1DEPTH (m)

32 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. BH1 DATE STARTED: 21/07/2017 DATE FINISHED: 24/07/2017 DEPTH (m) 8.00 SOIL SYMBOL METHOD: SD/SPT DUG BY: DCN Drilling Ltd. SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: For an explanation of the terms & symbols used see attached sheets. GEOLOGIC UNIT GROUND WATER CONDITION TYPE EXCAVATOR: Sonic FLUID: None METHOD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 2 of 2 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 8DEPTH (m) SPT /5/7/N=12 Black organic sandy silt inclusions. Fine sand From 9.0m to 14m there are alternating bands of fine to coarse SAND and fine to medium SAND. SD TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, BH.GPJ Black organic inculsions HEAVING IN CASING, HOLE TERMINATED. End of Test Pit at 14 m Remarks: PIAKO SUBGROUP (TAURANGA GROUP) SPT SD SPT SD *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines /7/16/N= /4/6/N= /8/17

33 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP101 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, silt, clay, slightly to moderately plastic, dark brown, slight moist. SILT, fine sandy, slight clayey, moderately plastic, light greenish grey with the occasional brown streaks, slightly moist. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ 2.00 Moist TARGET DEPTH REACHED. End of Test Pit at 3 m Remarks: PIAKO SUBGROUP (TAURANGA GROUP) J2 EX J3 *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines kPa (U) 29kPa (R) 130kPa (U) 13kPa (R) 3/8/17 2 3

34 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP102 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: For an explanation of the terms & symbols used see attached sheets. GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: J. Dunne SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ Remarks: SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 2.2 m *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PIAKO SUBGROUP (TAURANGA GROUP) J2 EX 168kPa (U) 16kPa (R) 3/8/17 2 3

35 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP103 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: For an explanation of the terms & symbols used see attached sheets. GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1 EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 86kPa (U) 25kPa (R) 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 1.9 m Remarks: *PIAKO SUBGROUP (TAURANGA GROUP) *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines *P SUB (TGA Gr) J2 175kPa (U) 24kPa (R) 3/8/17 2 3

36 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP104 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: For an explanation of the terms & symbols used see attached sheets. GRAVEL, medium to coarse, some cobbles, trace boulders, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: J. Dunne SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ Remarks: SILT, slightly fine sandy, slightly to moderately plastic, yellowish brown, moist, trace organics. Light greenish grey. SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 2.6 m *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PIAKO SUBGROUP (TAURANGA GROUP) J2 J3 EX 175kPa (U) 25kPa (R) 3/8/17 2 3

37 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP105 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ Remarks: PEAT, silty, slightly plastic, dark brown, moist. SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 2.3 m *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PIAKO SUBGROUP (TAURANGA GROUP) J2 EX 3/8/17 2 3

38 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP106 DATE STARTED: 21/07/2017 DATE FINISHED: 21/07/2017 DEPTH (m) 1.00 SOIL SYMBOL METHOD: EX For an explanation of the terms & symbols used see attached sheets. Thin layer of river pebbles sitting on top of CONCRETE. DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: FILL, medium to coarse sand, non-plastic, light grey to dark grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: J. Dunne SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 178kPa (U) 22kPa (R) 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ Remarks: SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET DEPTH REACHED. End of Test Pit at 2.5 m *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PIAKO SUBGROUP (TAURANGA GROUP) J2 J3 EX 60kPa (U) 25kPa (R) 95kPa (U) 25kPa (R) 3/8/17 2 3

39 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP107 DATE STARTED: 21/07/2017 DATE FINISHED: 21/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD J1/Ab EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 1.6 m Remarks: *PIAKO SUBGROUP (TAURANGA GROUP) *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines *P SUB (TGA Gr) J2 140kPa (U) 22kPa (R) 3/8/17 2 3

40 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP108 DATE STARTED: 21/07/2017 DATE FINISHED: 21/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, medium, to coarse sand, some medium gravels, non-plastic, light greenish grey, moist. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD J1/Ab EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: J. Dunne SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 1.8 m Remarks: *PIAKO SUBGROUP (TAURANGA GROUP) *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines *P SUB (TGA Gr) J2 159kPa (U) 25kPa (R) 3/8/17 2 3

41 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP109 TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ DATE STARTED: 21/07/2017 DATE FINISHED: 21/07/2017 DEPTH (m) SOIL SYMBOL Remarks: For an explanation of the terms & symbols used see attached sheets. ASPHALT. GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, medium, to coarse sand, some medium gravels, non-plastic, light greenish grey, moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 1.9 m METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GEOLOGIC UNIT GROUND WATER FILL PIAKO SUBGROUP (TAURANGA GROUP) CONDITION TYPE J1/Ab J2 EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS LIQUID = IN SITU VANE (kpa) = *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PENETRATION RESISTANCE OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 102kPa (U) 29kPa (R) 3/8/17 1DEPTH (m) 2 3

42 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP110 DATE STARTED: 21/07/2017 DATE FINISHED: 21/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD J1/Ab EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: J. Dunne SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ Remarks: SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 2 m *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines PIAKO SUBGROUP (TAURANGA GROUP) J2 103kPa (U) 25kPa (R) 3/8/17 2 3

43 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP112 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics and bricks. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 1.65 m Remarks: *PIAKO SUBGROUP (TAURANGA GROUP) *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines *P SUB (TGA Gr) J2 3/8/17 2 3

44 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP113 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, coarse sand, trace gravel, non-plastic, brown, dry. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE J1/Ab EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD EX RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: J. Dunne SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ SAND, fine, silty, non-plastic to slightly plastic, light grey brown, moist. TARGET MATERIAL REACHED. End of Test Pit at 2.2 m Remarks: *PIAKO SUBGROUP (TAURANGA GROUP) *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines *P SUB (TGA Gr) J2 3/8/17 2 3

45 SUMMARY OF SOIL PROFILE & TESTING JOB No #GE PROJECT: FSNI 980 TE RAPA ROAD TEST PIT No. TP114 DATE STARTED: 20/07/2017 DATE FINISHED: 20/07/2017 DEPTH (m) 1.00 SOIL SYMBOL For an explanation of the terms & symbols used see attached sheets. ASPHALT. METHOD: EX DUG BY: PEMBERTON CIVIL SOIL/ROCK DESCRIPTION* DATUM: Ground Surface EASTING: NORTHING: SURFACE ELEVATION: GRAVEL, medium to coarse, some cobbles, subangular to angular, grey, slightly moist. FILL, fine to coarse sand, silty, non-plastic to slightly plastic, dark brown, moist, some organics. GEOLOGIC UNIT GROUND WATER FILL CONDITION TYPE EXCAVATOR: Hitachi Zaxis 250 FLUID: None METHOD EX J1/Ab RECOVERY (%) MOISTURE CONTENTS = LIMITS: PLASTIC = SHEET 1 of 1 LOGGED BY: T. Jackson SAMPLES RECOVERED & TEST RESULTS PENETRATION RESISTANCE LIQUID = IN SITU VANE (kpa) = OTHER TESTS Corrected Shear Vane Result ** U = peak / R = remoulded SPT / Scala Penetrometer 1DEPTH (m) TEST PIT LOG L:\GINT\PROJECTS\ \60729#GE FSNI 980 TE RAPA RD, HAMILTON\60729#GE FSNI 980 TE RAPA RD, HAMILTON, TP.GPJ Remarks: SAND, fine, silty, non-plastic to slightly plastic, light greenish grey, moist. TARGET MATERIAL REACHED. End of Test Pit at 1.7 m *Soil descriptions based on NZ Geotechnical Society Guidelines **Shear vane test based on NZ Geotechnical Society Guidelines *P SUB (TGA Gr) J2 3/8/17 2 3

46 Client: Foodstuff North Island Limited Depth : 0.0m to 2.0m Depth : 2.0m to 5.0m Project Name: FSNI Te Rapa Date: 09/08/2017 Project Number: 60729#GE Compiled M.A Title: Borehole 1 Core Box Photos

47 Client: Foodstuff North Island Limited Depth : 5.0m to 7.7m Depth : 7.7m to 9.8m Project Name: FSNI Te Rapa Date: 09/08/2017 Project Number: 60729#GE Compiled M.A Title: Borehole 1 Core Box Photos

48 Client: Foodstuff North Island Limited Depth : 9.8m to 12.0m Depth : 12.0m to 14.0m Project Name: FSNI Te Rapa Date: 09/08/2017 Project Number: 60729#GE Compiled M.A Title: Borehole 1 Core Box Photos

49 Appendix C Cone Penetration Tests Soil Behaviour Types Laboratory Testing Geotechnical Assessment Report Geotechnical Assessment Report.doc

50 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT1 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown SBT legend 1. Sensitive fine grained 2. Organic material 3. Clay to silty clay 4. Clayey silt to silty clay 5. Silty sand to sandy silt 6. Clean sand to silty sand 7. Gravely sand to sand 8. Very stiff sand to clayey sand 9. Very stiff fine grained CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:26:01 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

51 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT2 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown SBT legend 1. Sensitive fine grained 2. Organic material 3. Clay to silty clay 4. Clayey silt to silty clay 5. Silty sand to sandy silt 6. Clean sand to silty sand 7. Gravely sand to sand 8. Very stiff sand to clayey sand 9. Very stiff fine grained CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:26:02 PM 2 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

52 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT3 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown SBT legend 1. Sensitive fine grained 2. Organic material 3. Clay to silty clay 4. Clayey silt to silty clay 5. Silty sand to sandy silt 6. Clean sand to silty sand 7. Gravely sand to sand 8. Very stiff sand to clayey sand 9. Very stiff fine grained CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:26:02 PM 3 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

53 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT4 Total depth: 4.86 m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown SBT legend 1. Sensitive fine grained 2. Organic material 3. Clay to silty clay 4. Clayey silt to silty clay 5. Silty sand to sandy silt 6. Clean sand to silty sand 7. Gravely sand to sand 8. Very stiff sand to clayey sand 9. Very stiff fine grained CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:26:03 PM 4 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

54 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT5 Total depth: m, Date: 9/08/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown SBT legend 1. Sensitive fine grained 2. Organic material 3. Clay to silty clay 4. Clayey silt to silty clay 5. Silty sand to sandy silt 6. Clean sand to silty sand 7. Gravely sand to sand 8. Very stiff sand to clayey sand 9. Very stiff fine grained CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:26:03 PM 5 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

55 Babbage Geotechnical Laboratory Level 4 68 Beach Road P O Box 2027 Auckland 1010 New Zealand Telephone wec@babbage.co.nz Please reply to: W.E. Campton Page 1 of 3 Babbage Consultants Limited PO Box 2027 Shortland Street Auckland 1140 Attention: MUSTAFA AL-HAIDAR Job Number: 60729#L BGL Registration Number: 2440 Checked by: JF 28 th July 2017 ATTERBERG LIMITS TESTING Dear Sir, Re: FSNI TE RAPA ROAD Report Number: 60729#L/AL The following report presents the results of Atterberg Limits testing of soil samples delivered to this laboratory on the 21 st of July Test results are summarised below, with page 3 showing where the samples plot on the Unified Soil Classification System (Casagrande) Chart, along with various liquefaction potential zones. Please note that the chart & soil classification terminology on page 3 is taken from ASTM D "Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)", June 2011, & is based on the classification scheme developed by A. Casagrande in the 1940's (Casagrande, A., 1948: Classification and identification of soil. Transactions of the American Society of Civil Engineers, v. 113, p ). The liquefaction zones are from Seed et al. 2003, "Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework" EERC Report No This chart is included for your information only, and is not included in the IANZ endorsement for this report. Test standards used were: Water Content: NZS4402:1986:Test 2.1 Liquid Limit: NZS4402:1986:Test 2.2 Plastic Limit: NZS4402:1986:Test 2.3 Plasticity Index: NZS4402:1986:Test 2.4 Borehole Number Sample Number Depth (m) Water Content (%) Liquid Limit Plastic Limit Plasticity Index BH1 D BH1 D Te Rapa Road Limits Report.docx BGL is an operating division of Babbage Consultants Limited

56 Job Number: 60729#L 28 th July 2017 Page 2 of 3 As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.2: liquid limit, test 2.3: plastic limit, test 2.5: cone penetration limit and test 2.6: linear shrinkage are reported to the nearest whole number. The whole soil was used these tests, and was wet up and dried where required for the plastic limit and liquid limit tests. Please note that the test results relate only to the samples under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Signatory (Assistant Laboratory Manager) Babbage Geotechnical Laboratory All tests reported herein have been performed in accordance with the laboratory s scope of accreditation. This report may not be reproduced except in full & with written approval from BGL Te Rapa Road Limits Report.docx BGL is an operating division of Babbage Consultants Limited

57 Project: Determination of the Plasticity Index Liquid Limit Job Number: Reg. Number: Report No: Test Methods: NZS4402: 1986: Tests 2.1, 2.2, 2.3, and 2.4 SAMPLE NUMBER Plastic Limit Plasticity Index 60729#L Sheet 1 of Version No: 60729#L/AL Version Date: FSNI TE RAPA ROAD Fines Content from PSD Tested By: Compiled By: Checked By: Use Zones? WEC / JD / JF BH1 / D1 / 1.50m PSD not done yes C 47.8 BH1 / D3 / 4.50m PSD not done yes C 49.9 JF JF Zone Page 3 of 3 1 September 2012 July Jul Jul-17 Soil Moisture Content (%) NOTE: the different zones illustrating liquefaction potential on the chart below are applicable if the soil has a fines content (material less than 0.075mm or passing a #200 sieve ) 20% if the plasticity index is > 12, or if the soil has a fines content 35% if the plasticity index is < 12. The chart below, and 'Fines Content', 'Use Zones' & 'Zone' columns in the above table do not form part of the IANZ endorsement for this report (please refer to page 1 of this report). 100 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) PLASTICITY (CASAGRANDE) CHART PLASTICITY INDEX ZONE A: POTENTIALLY LIQUEFIABLE if soil moisture 0.80 x liquid limit. SUSCEPTIBLE TO "CLASSIC" LIQUEFACTION. CH or OH A - LINE ZONE C: soils not in zones A or B are not generally susceptible to "classic" cyclic liquefaction. CL - ML MH or OH CL or OL 20 ZONE B: FURTHER LAB TESTING IS REQUIRED 12 (assess sensitivity at least) if soil moisture 0.85 x liquid limit. ML or OL 0 SOILS MAY BE LIQUEFIABLE LIQUID LIMIT BH1 / D1 / 1.50m BH1 / D3 / 4.50m CHART LEGEND CL = CLAY, low plasticity ('lean' clay) CH = CLAY, high plasticity ('fat' clay) OL = ORGANIC CLAY or ORGANIC SILT, low liquid limit OH = ORGANIC CLAY or ORGANIC SILT, high liquid limit ML = SILT, low liquid limit MH = SILT, high liquid limit ('elastic silt') CL - ML = SILTY CLAY Liquefaction zones are from Seed et al. 2003, "Recent Advances in Soil Liquefaction Engineering: A Unified and Consistent Framework" EERC Report No ATTERBERG LIMITS PLASTICITY CHART LIQUEFACTION.xlsx 28/07/2017

58 Babbage Geotechnical Laboratory Level 4 68 Beach Road P O Box 2027 Auckland 1010 New Zealand Telephone wec@babbage.co.nz Please reply to: W.E. Campton Page 1 of 4 Babbage Consultants Limited PO Box 2027 Shortland Street Auckland 1140 Attention: MUSTAFA AL-HAIDAR Job Number: 60729#L BGL Registration Number: 2440 Checked by: JF 27 th July 2017 WET SIEVE PARTICLE-SIZE DISTRIBUTION TESTING Dear Sir, Re: FSNI TE RAPA ROAD Report Number: 60729#L/PSD The following report presents the results of wet sieve particle-size distribution testing of a soil sample delivered to this laboratory on the 21 st of July Test results are summarised below, with the following pages showing graphs and detailed results. The results are plotted on a PSD graph with liquefaction potential zones on page 4, and this graph is included for your information only, and is not included in the IANZ endorsement for this report. Test standards used were: Water Content: NZS4402:1986:Test 2.1 Wet Sieve Test: NZS4402:1986:Test Fraction of Sample (% of Dry Mass) Borehole Number Sample Number Depth (m) GRAVEL (2 60mm) SAND (0.06 2mm) SILT & CLAY FRACTIONS (< 0.06mm) BH1 D Please note that the results table immediately above with the various particle-size fractions is included for your information only, and is not included in the IANZ endorsement for this report Te Rapa Road PSD Report.docx BGL is an operating division of Babbage Consultants Limited

59 Job Number: 60729#L 27 th July 2017 Page 2 of 4 As per the reporting requirements of NZS4402: 1986: Test 2.1: water content is reported to two significant figures for values below 10%, and to three significant figures for values of 10% or greater. Test 2.8.1: wet sieve the percentages passing the sieves are reported to nearest 1%. Please note that the test results relate only to the sample under test. Thank you for the opportunity to carry out this testing. If you have any queries regarding the content of this report, please contact the undersigned at your convenience. Yours faithfully, Justin Franklin Signatory (Assistant Laboratory Manager) Babbage Geotechnical Laboratory All tests reported herein have been performed in accordance with the laboratory s scope of accreditation. This report may not be reproduced except in full & with written approval from BGL Te Rapa Road PSD Report.docx BGL is an operating division of Babbage Consultants Limited

60 Job Number: 60729#L Sheet 1 of 1 Page 3 of 4 Reg. Number: 2440 Version No: 4 Report No: 60729#L/PSD Issue Date: March 2016 Project: PARTICLE-SIZE DISTRIBUTION BY WET SIEVE Test Methods: NZS4402: 1986: Test 2.1, Test BH: BH1 Sample No: D2 FSNI TE RAPA ROAD Tested By: JF 27-Jul-17 Compiled By: JF 27-Jul-17 Checked By: JF 27-Jul-17 Depth: 3.00m Water Content: 21.2 % (material < 37.5mm) TEST METHOD: Sieve Percentage Sample weighed wet, then oven-dried and re-weighed. Sample then Size (mm) Passing washed over a 63µm sieve. Sample then oven dried, weighed & sieved over a stack of test sieves. The percentage passing the 63µm was obtained by difference SIEVE ANALYSIS (% of dry mass) TOTAL COBBLES: mm 0 % (Coarse) 60-20mm GRAVEL: (Medium) 20-6mm 2 9 % (Fine) 6-2mm (Coarse) mm 13 SAND: (Medium) mm % (Fine) mm 27 SILT & CLAY FRACTIONS: < 0.06mm 21 % 100% Please note that the various particle-size fractions shown above is included for your information only, and is not included in the IANZ endorsement for this report. 100 WET SIEVE PARTICLE-SIZE DISTRIBUTION Percentage Passing SILT & CLAY FRACTIONS Fine SAND GRAVEL Medium Coarse Fine Medium Coarse COBBLES Sieve Size (mm) 27/07/ Te Rapa Rd WET SIEVE.xlsx

61 Job Number: 60729#L Sheet 1 of 1 Page 4 of 4 Reg. Number: 2440 Version: 1 Report No: 60729#L/PSD Issue Date: Oct 2012 Project: FSNI TE RAPA ROAD ASSESSMENT OF LIQUEFACTION POTENTIAL BASED ON PARTICLE-SIZE ANALYSIS: IAI et al. (1986) CURVES PARTICLE-SIZE DISTRIBUTION GRAPH Clay Fine Silt Medium Silt Coarse Silt Fine Sand Medium Sand Coarse Sand Fine Gravel Medium Gravel Coarse Gravel particularly susceptible to liquefaction Percentage Passing (%) not susceptible to liquefaction susceptible to liquefaction Particle Size (mm) not susceptible to liquefaction BH1 / D2 / 3.00m PSD CURVE BH1 / D2 / 3.00m D 60 D 10 Uc (D 60 /D 10 ) < > 4.8 Liquefaction Potential particularly susceptible Note: The above liquefaction boundaries are applicable if the uniformity coefficient of the PSD curve (D 60 /D 10 ) is greater or equal to ie. Uc 3.5 The liquefaction boundaries on the above graph are based on those proposed by Iai, S., Koizumi, K., and Tsuchida, H., 1986: A New Criterion for Assessing Liquefaction Potential Using Grain Size Accumulation Curve and N-value. Report of the Port and Harbour Research Institute, Vol. 25, No. 3, September 1986, Ministry of Transport, Nagase, Yokosuka, Japan, pp The graph & table above are included for your information only, and are not included in the IANZ endorsement for this report.

62 Appendix D Consolidation Settlements Geotechnical Assessment Report Geotechnical Assessment Report.doc

63 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT1 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: 3.00 (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:06:49 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

64 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT2 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: 3.00 (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:07:31 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

65 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT3 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: 3.00 (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:08:24 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

66 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT4 Total depth: 4.86 m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: 3.00 (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:09:18 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

67 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT5 Total depth: m, Date: 9/08/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: 3.00 (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 2:10:06 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

68 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT1 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 1:51:29 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

69 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT2 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 1:54:08 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

70 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT3 Total depth: m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 1:54:34 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

71 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT4 Total depth: 4.86 m, Date: 31/07/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 1:55:00 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

72 Project: Location: FSNI Te Rapa 980 to 986 Te Rapa Road, Hamilton Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand CPT: CPT5 Total depth: m, Date: 9/08/2017 Surface Elevation: 0.00 m Coords: X:0.00, Y:0.00 Cone Type: Uknown Cone Operator: Uknown Calculation properties Footing type: Rectangular Footing width: (m) L/B: 1.0 Footing pressure: (kpa) Embedment depth: 0.60 (m) Footing is rigid: No Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 600 months CPeT-IT v CPTU data presentation & interpretation software - Report created on: 9/08/2017, 1:56:21 PM 1 Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Settlement Analysis.cpt

73 Appendix E Liquefaction analysis Geotechnical Assessment Report Geotechnical Assessment Report.doc

74 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT1 - SLS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:11 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 1

75 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT2 - SLS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:12 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 2

76 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT3 - SLS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:13 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 3

77 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT4 - SLS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:14 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 4

78 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT5 - SLS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:15 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 5

79 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT1 - ULS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:16 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 6

80 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT2 - ULS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:17 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 7

81 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT3 - ULS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:18 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 8

82 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT4 - ULS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:20 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 9

83 Level 4, 68 Beach Road, Auckland 1010 PO Box 2027, Shortland Street, Auckland 1140, New Zealand LIQUEFACTION ANALYSIS REPORT Project title : FSNI Te Rapa CPT file : CPT5 - ULS Input parameters and analysis data B&I (2014) B&I (2014) Based on Ic value G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Location : 980 to 986 Te Rapa Road, Hamilton 4.00 m 3.00 m Based on SBT No N/A N/A No Yes Clay like behavior applied: Sands only Limit depth applied: No Limit depth: N/A MSF method: Method based Summary of liquefaction potential CLiq v CPT Liquefaction Assessment Software - Report created on: 9/08/2017, 3:12:21 PM Project file: L:\60729_FSTeRapa\geotechnical Investigation Data\Settlement Analysis\Liquefaction\Liquefaction Analysis.clq 10