BP Connect Development Turangi Preliminary Geotechnical Assessment Report

Transcription

1 The Holmes Group BP Connect Development Turangi Preliminary Geotechnical Assessment Report

2 The Holmes Group BP Connect Development Turangi Preliminary Geotechnical Assessment Report Prepared By Opus International Consultants Ltd Reviewed By Daniel Vincent Geotechnical Engineer Tauranga Office Gartshore House, Level 3, 116 Cameron Road PO Box 646, Tauranga 3140 New Zealand Telephone: P.P Ash Bowtell Facsimile: Geotechnical Team Leader Date: 6 October 2017 Reference: 2-9Z Status: Issue 1 Approved for Release By Gareth Francis Business Manager - Tauranga Opus International Consultants Ltd 2017

3 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report i Contents 1 Introduction Site Description Local Geology Geotechnical Investigations Subsurface Conditions Overview Machine Boreholes Cone Penetration Tests Groundwater Geotechnical Considerations Overview Seismicity Compressible Subsoils Building Foundations Underground Fuel Tanks Forecourts & Pavements Stormwater Disposal Recommendations Further Work Building Foundations Conclusions Limitations Z October 2017 Opus International Consultants Ltd

4 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report 1 1 Introduction Opus International Consultants Limited (Opus) has been engaged by The Holmes Group Limited to undertake geotechnical investigations and preliminary reporting for the proposed BP Connect Development, Turangi. This report herein presents a high level geotechnical risk assessment of the proposed development and provides a preliminary geotechnical assessment of the in-situ ground conditions based on the recent site investigations undertaken at the site, with construction recommendations. This report maybe used to support an application for Resource Consent. 2 Site Description The proposed development site is located in Turangi at the intersection of State Highway 1 and Te Arahori Street. Based on the supplied Technitrades Architecture drawings titled Proposed Service Station Development, Proposed Scheme Plan C with Areas, Drawing No C1, it is understood that a new BP Store with associated underground petrol storage tanks, an 8-lane domino forecourt and a series of 27 carparks and 4 long-term truck parks are proposed. In addition, a new fast-food restaurant (titled QSR) is also proposed. 3 Local Geology The geology of the site is as depicted on the online GNZ Science New Zealand Geology Web Map 1 indicates that the proposed BP site is underlain by late Quaternary alluvium and colluvium, which typically comprises unconsolidated to poorly consolidated mud, sand, gravel and peat. The ground conditions encountered at the recent site investigation locations at the subject site are generally consistent with published geological maps. 4 Geotechnical Investigations The objectives of the preliminary geotechnical investigations was to collect subsoil and groundwater information at the proposed BP Connect site in order to provide information to facilitate preliminary analyses and reporting. The geotechnical investigations were planned and carried out by Opus between 28 August to 30 August 2017 and comprised the following: Three machine boreholes with associated standard penetration testing (SPT) up to 10.0m below ground level; Eight Cone Penetration Tests (CPT s) to 20.0m below ground level, the minimum required depth to assess effects of liquefaction; Installation of a groundwater monitoring standpipe, including one round of monitoring. The locations of the geotechnical investigations are presented on Sheet No C01 within Appendix A. 1 GNS Science New Zealand Geology Web Map, accessed [27 September 2017] 2-9Z October 2017 Opus International Consultants Ltd

5 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report 2 5 Subsurface Conditions 5.1 Overview The subsurface ground conditions have been interpreted by collating the Opus site investigation information, together with our local knowledge on the geological conditions. The underlying subsoil profile encountered at the exploratory test locations are summarised in the following sections. The machine boreholes are presented within Appendix B, with the CPT test results within Appendix C. 5.2 Machine Boreholes BH01 - BP Connect Location The surficial ground conditions encountered at test location BH01 from ground level to a depth of 6.1m BGL, generally comprised 200mm of topsoil, underlain by loose to medium dense sand, with the presence of some possible organic staining. The dark discolouration depict a possible organic content of these soils, however this has not been quantified at this stage. Typical recorded SPT N values within these materials ranged from 5 to 21 blows per 300mm of penetration. A 600mm layer of silt was encountered at 2.9m BGL, with a recorded SPT N value of 8. From 6.1m BGL, very dense sandy boulder gravel was encountered up to 10.5m BGL where the borehole was terminated. Typical recorded SPT N Values within these materials were >60 blows per 300mm of penetration BH02 Underground Fuel Tank Location The surficial ground conditions encountered at test location BH02 from ground level to a depth of 2.4m BGL, generally comprised 150mm of topsoil, underlain by loose sand with the presence of some possible organic staining. The dark discolouration depict a possible organic content of these soils, however this has not been quantified at this stage. Within the upper 2.4m of the soil column at 0.8m BGL, a 1.2m thick deposit of sandy silt with some possible organic staining was encountered, followed by a 400mm layer of silty sand up to 2.4m BGL. A SPT N value of 4 blows per 300mm of penetration was recorded within these materials. From 2.4m BGL, medium dense to dense silty sand/ sand and very dense fine to medium gravels were encountered up to 10.5m BGL where the borehole was terminated. Typical recorded SPT N values within these materials ranged from 50 to >60 blows per 300mm of penetration BH03 Fast-food Restaurant The ground conditions encountered at test location BH03 from ground level to a depth of 5.1m BGL, generally comprised 100mm of topsoil, underlain by very loose to loose sand with the presence of possible organic stained sand and a 100mm paleosol within the upper 1.0m of the soil column. The dark discolouration depict a possible organic content of these soils, however this has not been quantified at this stage.typical recorded SPT N Values within these materials ranged from 1 to 50 blows per 300mm of penetration. 2-9Z October 2017 Opus International Consultants Ltd

6 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report 3 From 5.0m BGL, very dense andesite boulders and some gravels were encountered up to 10.5m BGL where the borehole was terminated. Typical recorded SPT N values within these materials ranged from 50 to >60 blows per 300mm of penetration. 5.3 Cone Penetration Tests The surficial ground conditions encountered at test locations CPT01 to CPT06 undertaken at the BP Connect building, forecourt and underground fuel tank locations generally recorded the following. From ground level up to a maximum depth of 1.4m below ground level (BGL) at CPT05 generally comprised loose sands, with some organic lenses. Typical cone resistance values (q c) within these materials ranged between 1.0 and 10.0 MPa. The underlying ground conditions encountered at test locations CPT01 to CPT06 from approximately 1.0m BGL up to a maximum of 6.0m BGL at CPT03, generally comprised medium to dense sands and gravelly sands. Typical cone resistance values (q c) within these materials ranged between 2.0 and 39 MPa. Test location CPT02 encountered clayey silt/ silty clay soils between 3.8m to 5.1m BGL, with typical cone resistance values (q c) within these materials ranging between 1.0 and 5.0 MPa. Test location CPT04 encountered clayey silt/ silty clay soils, with trace of organic soils between 4.8m to 7.5m BGL. Typical cone resistance values (q c) within these materials ranged between <1.0 to 4.0 MPa. Test location CPT07 and CPT08 encountered loose to medium dense sand to clayey sand/ sands from ground level up to a maximum of 2.6m BGL at CPT08. Typical cone resistance values (q c) within these materials ranged between 1.0 MPa and 8.4 MPa. Underlying these materials, soft clayey silt/ silty clay soils were encountered between 2.6m BGL up to a maximum of 4.2m BGL at CPT07, refusing thereafter. Typical cone resistance values (q c) within these materials ranged between <1.0MPa to 6.4MPa. 5.4 Groundwater At test locations CPT07 and CPT08, groundwater was encountered at 3.9m and 4.0m respectively BGL. This reading was undertaken upon completion of CPT probing. Immediately upon completion of drilling works whilst the casing was still present within the boreholes, the boreholes were dipped and groundwater was encountered at depths between 2.2m to 2.8m BGL at boreholes BH01, BH02 and BH03. We envisage the encountered water was remnant drilling fluid. Groundwater monitoring was carried out on 5 September 2017 one week after drilling. At test location BH02, groundwater was observed at 6.51m BGL. 6 Geotechnical Considerations 6.1 Overview Based on our desktop study, preliminary assessment and the results of the recent site investigations, the key geotechnical aspects for the proposed development are as follows: 2-9Z October 2017 Opus International Consultants Ltd

7 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report 4 Seismicity; Compressible Soils; Building Foundations; Underground Fuel Tanks; Forecourts & Pavements; Stormwater Disposal. 6.2 Seismicity Faulting The online New Zealand Active Faults Database 2 indicates there a two faults within close proximity to the proposed BP Connect Development. The Poutu Fault located approximately 5.0 km to the east of the site is listed as being a normal fault, with a recurrence interval of less than 2,000 years with an unknown slip rate. Another fault located approximately 1.5km to the west of the site named No is listed as being a normal fault with an unknown recurrence interval and slip rate Peak Ground Acceleration We have determined the peak ground acceleration (PGA) using the method outlined in the NZ Transport Agency (NZTA) Bridge Manual 3 as recommended by the New Zealand Geotechnical Society (NZGS) Module1.0 Guidelines 4. The PGA was calculated for both the SLS and ULS cases based on the following: Design Life = 50 years; Assumed Importance Level 2; Seismic subsoil class = Class C; Annual probability of exceedance (SLS) = 1/25; Annual probability of exceedance (ULS) = 1/1000. The calculated PGA for the ULS is case is 0.41g, and 0.10g for the SLS case Liquefaction Potential Based on the absence of groundwater encountered within test locations CPT01 to CPT06, and BH01, whilst considering the depth of groundwater encountered at the remaining test locations BH02, BH03, CPT07 and CPT08. We envisage there is a low risk of liquefaction potential within the surficial 2.5m to 6.0m of soils at the site. The very dense gravel materials encountered within the machine boreholes underlying the surficial soils at 6.0m BGL at CPT01, 2.4m at BGL at BH02 and 5.0m BGL are not considered liquefiable. 2 GNS Science New Zealand Active Fault Database, accessed [28 September 2017] 3 NZ Transport Agency Bridge Manual, May 2016 SP/M/022 4 New Zealand Geotechnical Society, March Earthquake geotechnical engineering practice. Module 1 Overview of the guidelines 2-9Z October 2017 Opus International Consultants Ltd

8 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report Compressible Subsoils Based on the results from our test locations, there are several layers of compressible soft to firm, loose, and the presence of possible organic stained materials within the surficial soil deposits. The most notable layers are the initial 1.0m-1.5m of compressible soft to firm, loose and possible organic soils which have been recorded at test locations CPT01 to CPT06, BH01 and BH02. In addition, at the location of the proposed fast-food restaurant, BH03 has recorded the surficial 5.1m of soil comprising very loose to loose sand with the presence of possible organic stained sand including a 100mm paleosol. These layers are likely to be highly compressible, which may lead to large static and differential settlements depending on the type of building foundations and loads. 6.4 Building Foundations The proposed building foundation types will be governed by low bearing capacity, static and differential settlement of the in-situ soils. In general, there are shallow and deep foundation options, the former of which will likely require some surficial ground improvement. At this preliminary stage, no detailed foundation design or analyses have been undertaken for the proposed building development, as this report is intend to highlight potential constraints to the proposed development. Once the proposed building footprint layout, detailed structural drawings and foundation loads are known, appropriate foundation recommendations can be assessed during the detailed design phase Shallow Foundations BP Connect Building Shallow foundations such as strip, pad or raft can be utilised if the surficial ground is improved to tolerate potential static and differential settlements, and the bearing capacity of these near surface soils is enhanced. The surficial compressible soft to firm, loose and possible organic stained materials encountered across the site are likely to exhibit large static and differential settlements, therefore it maybe be appropriate to excavate these materials. Based on the preliminary work undertaken, the foundations should not be cast within the 1.0m to 1.5m surficial soils. We anticipate within 1.0m to 1.5m BGL of the surficial soils, the proposed BP Connect building footprint will require some form of undercutting and reinstatement with engineered certified granular fill below the foundation elements. Alternatively, founding at 1.0m to 1.5m BGL if a shallow foundation option is adopted. This will need to be assessed during detailed design Deep Foundations Fast-food Restaurant A piled foundation option will allow the structural loads to be transferred to the ground with lower settlement risks and greater load bearing stratum. Piles would likely need to be embedded into competent ground which is inferred to be present at least 4.0m depth BGL at the fast-food restaurant building location. This will need to be assessed during detailed design. 2-9Z October 2017 Opus International Consultants Ltd

9 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report Underground Fuel Tanks At this stage, we have not been provided with the structural details of the underground fuel tanks or foundation loads. It is important this information is provided in order to assess foundation requirements for the underground fuel tanks. Particular consideration will need to be given to potential static and differential settlements, bearing capacity and buoyancy uplift. Depending on the founding depth of the proposed fuel tanks, careful consideration will need to be given to the temporary works excavation for the proposed underground fuel tanks. Achieving the required embedment for sheetpiles in this environment maybe challenging to achieve required embedment depths due to very dense gravels, without the implementation of struts and cross bracing. Benching and battering of temporary works excavations maybe a more appropriate method. This will need to be considered by an experienced Contractor during construction. Whilst groundwater was absent from the majority of the site investigation locations, groundwater was encountered 6.1m depth during our groundwater monitoring at test location BH02, which we understand is the likely location of the underground fuel tanks. Depending on the founding depth of the underground fuel tanks, provision for dewatering will need to be considered during construction due to potential groundwater inflows within the temporary works excavation. 6.6 Forecourts & Pavements Based on the site investigation results, it is apparent there are variable compressible soft to firm, loose and possible organic stained materials present across the site. Consideration will need to be given to the design of the forecourts and pavements for the proposed development, as some form of subgrade improvement layer (SIL) or pavement strengthening maybe required. This is due to the heavy vehicle loadings, however this will need to be assessed during detailed design. In addition, site investigations such as Scala Penetrometer and test pit testing will be required to undertake the design of the forecourts and pavements for the proposed development. 6.7 Stormwater Disposal Stormwater requirements are addressed under a separate report undertaken by Opus, the date of issue will be confirmed in due course. Opus are currently in discussion with Taupo District Council regarding stormwater disposal and Council minimum requirements. Additional site specific soakage testing maybe a requirement, however this is yet to be confirmed. It should be noted however that site specific soakage testing will be required for detailed design of stormwater disposal systems. The site investigations indicate the presence of gravelly sand, therefore standard falling head soakage testing using a handauger will likely not penetrate these soils. As such, machine drilling rigs or excavators maybe required to perform this testing during the detailed design phase. 2-9Z October 2017 Opus International Consultants Ltd

10 BP Connect Development, Turangi - Preliminary Geotechnical Assessment Report 7 7 Recommendations 7.1 Further Work This preliminary geotechnical assessment report herein has been prepared to support an application for Resource Consent. As such, it will be necessary to undertake additional geotechnical detailed design and reporting during the next phase in order to support an allocation for Building Consent. Furthermore, detailed pavement and soakage design may need to be undertaken during the detailed design phase. In addition, site investigations such as Scala Penetrometer and test pit testing will be required to undertake the design of the forecourts and pavements for the proposed development. 7.2 Building Foundations At this preliminary stage, at the proposed BP Connect building it maybe more appropriate to undercut and improve the surficial soils 1.0m to 1.5m BGL below the foundation elements (not necessarily the entire building footprint) rather than adopting deep foundations. Whereas, for the proposed fast-food restaurant location it maybe more appropriate to adopt deeper pile foundations to suitable bearing stratum beyond 4.0m depth BGL. This will need to be assessed during detailed design. 8 Conclusions This assessment herein concludes that the proposed BP Connect project is suitable for the intended development, pending further detailed design and site specific investigations in order to support an application for Building Consent. We consider the proposed development addresses the geotechnical specific requirements of the Resource Management Act 1991, Section 106 provided that the risks highlighted herein are suitably managed or mitigated during the subsequent detailed design phase. 9 Limitations The interpretation of ground conditions presented in this report is based on the tests undertaken at discreet locations of the site. Ground conditions may change suddenly over short distances resulting in variations between test positions across the site. Data or opinions in this document may not be relied upon or used out if context, by any other party or for any other purpose without further reference to the Tauranga Geotechnical Section of Opus International Consultants Ltd. It is recognised that the passage of time affects the information and assessment provide in this Document. Opus s opinions are based upon information that existed at the time of the production of this Preliminary Geotechnical Assessment Report. It is understood that the services provided allowed Opus to form no more than an opinion on the actual conditions of the site at the time the site was visited and cannot be used to assess the effect of any subsequent changes in the quality of the site, or its surroundings or any laws or regulations. 2-9Z October 2017 Opus International Consultants Ltd

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28 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa <- Depth in m to reference level > > > > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - 5.2m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 01 1/6

29 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa <- Depth in m to reference level > > > > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - 5.2m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 01 2/6

30 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa <- Depth in m to reference level > > 12 -> Ref usal ( qc 40+ MPa ) EOH - Dipped - Collapsed 5.1m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 02 1/6

31 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa <- Depth in m to reference level > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - Collapsed 5.1m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 02 2/6

32 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa > > > <- Depth in m to reference level > > > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - 6.2m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 03 1/6

33 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa > > > <- Depth in m to reference level > > > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - 6.2m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 03 2/6

34 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa > > > > <- Depth in m to reference level > Ref usal ( qc 40+ MPa ) EOH - Dipped - Collapsed 7.5m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 04 1/6

35 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa > > > > <- Depth in m to reference level > Ref usal ( qc 40+ MPa ) EOH - Dipped - Collapsed 7.5m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 04 2/6

36 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa > > <- Depth in m to reference level Ref usal ( qc 40+ MPa ) EOH - Dipped - 4.0m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 05 1/6

37 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa > > <- Depth in m to reference level Ref usal ( qc 40+ MPa ) EOH - Dipped - 4.0m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 05 2/6

38 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa <- Depth in m to reference level > > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - 3.8m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 06 1/6

39 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa <- Depth in m to reference level > > > > Ref usal ( qc 40+ MPa ) EOH - Dipped - 3.8m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 06 2/6

40 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa <- Depth in m to reference level Ref usal ( qc 40+ MPa ) EOH - Dipped - 3.9m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 07 1/6

41 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa <- Depth in m to reference level Ref usal ( qc 40+ MPa ) EOH - Dipped - 3.9m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 07 2/6

42 Cone resistance (qc) in MPa Sleeve friction (fs) in MPa Dynamic pore pressure (u2) in MPa <- Depth in m to reference level Ref usal ( qc 40+ MPa ) EOH - Dipped - 4.0m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 08 1/6

43 Corrected cone resistance (qt) in MPa Friction ratio (Rf) in % Excess pore pressure (du) in MPa <- Depth in m to reference level Ref usal ( qc 40+ MPa ) EOH - Dipped - 4.0m 1.44 u Project: Location: Position: Test according ASTM D & ISO :2012 Predrill: 0.00 m Predrilled G.L.: 0.00 m MSL W.L.: m Date: 29/08/2017 BP Connect Turangi Proposed S/S Cnr SH1 & Te Arahori St - Turangi Cone no.: Project no.: C10CFIIP.C Z514.00_HA , NZTM CPT no.: 08 2/6

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