geotechnical investigation proposed … report details thefield investigation results ... hand auger...

AUCKLAND

4 Fred Thomas Drive, Takapuna, Auckland 0622

PO Box 100253, North Shore, Auckland 0745

Tel: +64 9 489 7872 Fax: +64 9 489 7873

RILEY CONSULTANTS LTDNew ZealandEmail: [email protected]: [email protected]: www.riley.co.nz

CHRISTCHURCH

395 Madras Street, Christchurch 8013

PO Box 4355, Christchurch 8140

Tel: +64 3 379 4402 Fax: +64 3 379 4403

GEOTECHNICAL CIVIL WATER RESOURCES

Frequency Projects Limited 21 October 2014 PO Box 56363 Dominion Road Mt Eden Auckland 1446 Our Ref: 14179-C Attention: Mr John Hemi Dear Sir

GEOTECHNICAL INVESTIGATION PROPOSED EDUCATION FACILITY

181-191 WALTERS ROAD, TAKANINI 1.0 Introduction As requested, Riley Consultants Ltd (RILEY) has undertaken a geotechnical investigation at the request of Frequency Projects Limited. This report details the field investigation results and makes general recommendations for the proposed school development at the above address. The primary purpose of this geotechnical investigation and report is to investigate subsoil conditions, assess overall ground stability, and provide foundation and general site development recommendations in support of future resource and building consent applications to Auckland Council (AC).

2.0 Site Description and Proposed Development

The site (Lot 5 DP 47595 and Lot 6 DP47595) is located on the southern side of Walters Road. It is approximately 4 hectares in area. It is bounded by existing rural residential lifestyle type properties to the south, east, and west, and Walters Road to the north. The ground profile within and in the vicinity of the site is generally flat. The majority of the site is in pasture. Two existing dwellings are located in the central and eastern parts of the site, along with their associated farm sheds/barns and glasshouses. No public stormwater or wastewater reticulation is available on-site (water supply is available). As such, on-site treatment and discharge of wastewater will be required. Alternatively, connection to the existing reticulation system present to the west of the site could be explored. At the time of report preparation, no drawings of the proposed development or building details have been provided to RILEY. However, from discussions to date, we understand the proposed development will consist of lightweight buildings up to two-storeys (with no basement), with associated accessways and services. The proposed building platforms are expected to be located in the central and south western parts of the site, and a link road (north to south orientation) is proposed through the centre of 191 Walters Road.

181-191 Walters Road, Takanini – Geotechnical Investigation RILEY Ref: 14179-C

3.0 Geology

With reference to the 1:250,000 Geological Map 3 of Auckland, together with our experience of the surrounding areas, we infer the site is underlain by alluvium of the Tauranga Group comprising Holocene and Pleistocene age soils. These sediments are known to comprise a combination of organic/peaty soils (Holocene age) and pumiceous (inorganic) clays, silts and sands (Pleistocene Age). Miocene age Waitemata Group sandstone and siltstone deposits are typically encountered beneath the Pleistocene age soils. The local landform indicates that the site is located within the Papakura lowlands, and hence, the thickness and areal extent of the organic soils is likely to be significant.

4.0 Fieldwork

As part of the RILEY subsurface investigation, six hand auger boreholes (HA1 to HA6), three cone penetration tests (CPT1 to CPT3), and one seismic dilatometer test (sDMT1) were carried out on-site between 10 and 14 October 2014. The test results are appended to this report, together with a site plan showing our test locations (RILEY Dwg: 14179-3). Hand auger boreholes were drilled to a maximum depth of 3.4m below the existing ground level. All boreholes were terminated at shallow depths due to either poor recovery or refusal on inferred buried wood. Pilcon shear vane (soil strength) testing was undertaken typically at 0.5m intervals within each of the hand auger boreholes, and Scala penetrometer testing (Scala) was carried out at the base of all hand auger boreholes. The initial target depth of the CPT and sDMT tests was 25m. Due to the presence of soft material encountered near the target depth, CPT1 was extended to 32m depth where effective refusal occurred. sDMT1 was terminated at 17.5m depth due to refusal on inferred medium dense to dense sand. The CPT and sDMT testing was undertaken by Ground Investigations Limited acting under our direction. 5.0 Summary of Site Conditions

5.1 Topsoil Topsoil was encountered at HA2 to HA4 and HA6 to depths between 0.1m and 0.7m. Shear strength testing indicated the topsoil was typically of soft consistency (15kPa to 16kPa). No filling was identified at any of our test locations. 5.2 Natural Ground Natural ground consisting of alluvial sediments of the Tauranga Group was encountered beyond the topsoil. Waitemata Group siltstone or sandstone bedrock materials were not identified at any of the test locations. 5.2.1 Soft Holocene Age Soils (Peaty Soils) Peat (from the Holocene age) consisting of black and dark brown organic silty clays and clayey silts, was generally encountered beneath the topsoil and is inferred to extend up to approximately 23.5m depth below the existing ground level. A layer of stiff crust was encountered in the upper soil profile, to a depth of approximately 2m. This stiff layer is over consolidated by way of desiccation. Within this horizon, thin lenses of sandy materials (likely pumiceous) were encountered. These appear to be present across the site at various depths. Visible organic inclusions were common within the hand auger boreholes and ranged in degradation from fibrous to amorphous.

21 October 2014 Riley Consultants Ltd

181-191 Walters Road, Takanini – Geotechnical Investigation RILEY Ref: 14179-C Shear strengths of very soft consistency (<10kPa) were generally measured in the hand auger boreholes and sDMT1 to a depth of approximately 12.5m. Beyond this depth, a minor increase in shear strength was recorded, indicative of soils of soft consistency (12kPa to 19kPa) to 23.5m depth. Data from the CPTs reveal similar strength profiles when compared to the sDMT and hand auger boreholes. Organic soils in the Takanini area, such as these encountered materials typically exhibit high moisture contents and moderate plasticity. They are typically normally consolidated with low shear strengths and exhibit high compressibility. It should be noted, even though the soils encountered were not noted as being pumiceous, the measured peak and remoulded shear strength readings indicate the soils here are moderately to highly sensitive. 5.2.2 Soft Alluvial Clays A horizon of Pleistocene age alluvial soils (inorganic) was identified beneath the soft Holocene age soils to approximately 29m depth. These soils generally comprised firm (tip resistance < 5MPa) clays and silty clays. A slight increase in soil strength was noted when compared to the Holocene age soils.

5.2.3 Medium Dense to Dense Alluvial Clays and Sands

Underlying the alluvial clays a horizon of medium dense to dense pumiceous inorganic alluvial clays/silty clays and sands are inferred to the extent of CPT1 (approximately at 32m depth). Medium dense materials were generally encountered below 29m depth to approximately 31.5m depth, overlying dense soils to the base of CPT1.

5.3 Groundwater

Groundwater was encountered between 0.4m and 0.6m depths in all hand auger boreholes during drilling.

6.0 Geotechnical Considerations

Based on our site investigation, we consider that lightweight timber framed structures up to two-storeys (with no basement) supported on specifically designed stiffened pad raft type foundations should be suitable for the ground conditions subject to the recommendations presented below. Heavier structures (i.e. concrete or steel framing, precast concrete cladding, or concrete pad footings) may be possible (but not recommended) subject to specific investigation and foundation design, such structures would likely require pilings to depths in the order of 30m.

6.1 Ground Stability

On-site observations indicate no obvious evidence of past instability, erosion or creep at the site. In addition, the site is located in flat land, and hence, instability affecting the proposed development is considered unlikely.



6.2 Settlement Assessment

Soft and organic materials with high water are inferred to be present to 29m depth, and hence, the potentially high settlement characteristic of these soils should be considered. In order to calculate the potential total and differential settlements of the proposed structures, a settlement assessment was carried out using the Boussinesq solution. The following consolidation parameters were adopted based on soils encountered at the test locations and our knowledge of the Takanini area. Table 1: Soil Consolidation Parameters

Material Names Thickness (m) Mv (m²/MN)

Stiff Holocene Age Organic Soils 2 0.5 Soft Holocene Age Organic Soils 21.5 1 Soft Alluvial Clays 5.5 0.75

Medium Dense Alluvial Clays and Sands 2.5 0.07

Dense Alluvial Clays and Sands 0.5 0.06 As details of the proposed buildings are not available at the time of report preparation, the settlement assessment was based on the following assumptions on building dimensions:

• Width of footing = 20m.

• Length of footing = 20m.

• Uniform distributed loading = 17kPa (proposed building and recommended hardfill raft, which is detailed in Section 6.3).

The calculated total settlements are in the order of 92mm to 255mm across the proposed building foundations. Results of the settlement assessment are provided in Table 2 below. These settlements exceed the tolerable limit settlement (which is typically 25mm for total settlement), and hence, ground improvement (discussed in Section 6.3.1) is recommended. Table 2: Calculated Total Settlements

Locations Total Settlement (mm) Centre of Footing 255

Corner of Footing 92

Edge of Footing 151

It is recommended all buildings be designed to tolerate differential settlements of up to 1 in 240 (approximately 25mm over a six metre length of building) as required by the New Zealand Building Code Handbook, Appendix B Section B1/VM4, clause B1.0.2, under the serviceability limit state load combinations of NZS 4203 or NZS 1170.0, unless the structure is specifically designed to limit damage under a greater settlement.



6.3 Foundation Requirements As significant depths of soft organic materials are present within the zone of influence of the future building foundations, shallow ground improvement in conjunction with specifically designed and stiffened raft type foundations are considered an appropriate approach for lightweight structures. The foundations should be designed to ensure that building loads are spread uniformly and constructed at or near the original ground level. It should be noted that this foundation approach is suitable for lightweight timber framed structures only. 6.3.1 Ground Improvement In order to provide sufficiently stiff conditions for the recommended stiffened pad raft foundations, construction of a densified crust at or near the original ground level is required. This engineered block would decrease the differential settlement potential and increase resilience to total settlement occurring at depth. The following steps apply:

1. Subexcavate/strip the topsoil within and extend at least 1m beyond the proposed building platforms to approximately 50mm to 100mm depth below the existing ground level.

2. Place geotextile at the base of excavations and backfill with compacted hardfill to the original ground level. The hardfill should consist of GAP65 (or approved equivalent), compacted with a vibrating drum roller to achieve grade.

3. Place triaxial geogrid on the hardfill, with a 3m return at the ends.

4. Compact a layer of 200mm hardfill above the geogrid, and cover the hardfill with yellow warning tapes (or spray the hardfill surface). The purpose of warning tape placement is to mark out the permanent hardfill level.

5. Pre-load fill placed on the compacted hardfill for approximately 6 to 12 months prior to foundation construction. The volumes of the pre-load fill will need to be addressed once the details of the proposed structures are available. Settlement plates should be installed, and settlement monitoring is required during the pre-loading period to monitor settlements have sufficiently attenuated. On completion of pre-loading, the pre-load fill should be removed off-site. It should be noted that pre-loading is considered necessary for two-storey large buildings, and it is optional for single-storey lightweight classroom buildings.

6. Following removal of the pre-load fill, the hardfill should be re-compacted to achieve a minimum Clegg Impact value of 12 (average 15).

6.3.2 Stiffened Raft Foundations

On completion of the ground improvement works, specifically designed and stiffened raft type foundations can be founded on the densified crust. The following parameters are recommended for structural design of foundations:

• 30kPa Ultimate Bearing Capacity (Geotechnical Ultimate).

• 15kPa Dependable Bearing Capacity (Ultimate Limit State).

• 10kPa Allowable Bearing Capacity (Serviceability Limit State).


181-191 Walters Road, Takanini – Geotechnical Investigation RILEY Ref: 14179-C Accordingly, the soils have been assessed as Class M, moderately expansive, with respect to AS 2870:1996. Class M is defined as moderately reactive clays and silts, which can experience ground movement from moisture changes. It is recommended that RILEY be given the opportunity to review the structural foundation drawings to ensure our recommendations of this report are correctly applied to the design of the proposed buildings.

6.4 Strength Reduction Factor

As required by Section B1/VM4 of the New Zealand Building Code Handbook, a strength reduction factor of 0.5 or 0.8 must be applied to all recommended geotechnical ultimate soil capacities in conjunction with their use in factored design load cases for static and earthquake overload conditions respectively.

6.5 Seismic Site Subsoil Category

The site conditions are assessed to be consistent with seismic site subsoil Class E (very soft soils) in accordance with NZS 1170.5. 7.0 General Development 7.1 Service Lines

Stormwater and sanitary sewer lines will likely found within organic or soft alluvial soils. To reduce the risk of differential settlement causing ponding, increased bedding depths and pipe diameters, along with maximising design gradients and subgrade undercuts would help to further minimise the risk. In our experience, subgrade undercuts in the order of 300m to 500mm have had satisfactory results on other nearby sites. Where proposed structures or accessways lie within the 45° zone of influence of new service lines, the trenches should be backfilled with hardfill. Installation of low permeability groundwater cut-off barriers along the service line trenches is recommended at regular intervals to prevent groundwater drainage through the granular trench backfill. Depending on the depth of the service lines, lightweight hardfill (Puni sand) and/or lightweight fill (Polyrock) may be required, subject to engineering review. Building foundations should also be designed to apply no load to the services. In addition, the services should be designed to tolerate vertical movements up to a minimum of 100mm. Flexible service connections are recommended at where the services enter the buildings.

7.2 Groundwater Recharge

The site is underlain by soft and organic alluvial soils. Irreversible settlements will occur if the groundwater table is drawn down beyond the normal seasonal fluctuations, and hence, it is important to ensure that groundwater recharge is achieved. The proposed school development will cover a major part of the site with impermeable surfaces (e.g. roofs and pavements) and so groundwater recharge will be required through the use of rain gardens and dispersal trenches or similar. The rain gardens would serve to collect runoff from paved areas before distributing the water through a network of groundwater recharge trenches beneath the paved area and designed for an even dispersion. Any overflow should be piped and directed to the stormwater network on-site. Water from the roofs may be able to dispose of directly into the ground beneath the building floor via a specifically designed dispersal trench system.


181-191 Walters Road, Takanini – Geotechnical Investigation RILEY Ref: 14179-C We would expect the rain gardens to either be visible at the surface or to have a removable concrete lid to allow for maintenance. Further, the dispersal trenches could have flushing ports to enable flushing to prevent blockage of the trenches.

7.3 Accessway

The California Bearing Ratio (CBR) of the soil on-site is low (approximately 0% to 1%). Subgrade undercuts up to 700mm with geotextile underlay and sand replacement has been a suitable solution on other nearby site with similar ground conditions. A programme of Scalas is recommended to confirm the available CBR on-site and depths of subgrade undercuts once the proposed development layout is available. Impermeable membrane is required between the proposed accessways and rain gardens.

7.4 Earthworks

No earthworks proposals are available at the time of report preparation. However, due to the gentle contour of the site, we expect only minimal earthworks will be undertaken. The soils present here are considered to have high moisture contents, are typically sensitive to disturbance, and are difficult to earthwork. Accordingly, earthworks should be kept to a minimum. The site earthworks proposals should be reviewed by a geotechnical practitioner who is familiar with the contents of this report. 7.5 Monitoring 7.5.1 Settlement Monitoring Settlement monitoring will likely be required during and after site development works to confirm that building platform and earthwork settlements have attenuated to be within tolerable limits. This requirement is typical for sites underlain by organic soils in the Takanini area. Depending on the monitoring results, construction of the buildings may need to be delayed to allow fill settlements to attenuate.

7.5.2 Groundwater Monitoring

Groundwater monitoring is also recommended. AC will likely require the preparation of a groundwater monitoring report prior to the commencement of site development with baseline monitoring data. It has become standard practice for AC to require groundwater level monitoring to ensure that groundwater equilibrium has been maintained during and following the construction of any buildings. Groundwater monitoring will be required to continue during and after earthworks to confirm that groundwater equilibrium has been maintained following site development works. The groundwater monitoring is typically required for a period of five years following completion of development with associated annual monitoring reports.

7.6 Plan Review

It is recommended RILEY be given the opportunity to review the developed drawings for this development when they are available to ensure our recommendations of this report have been followed, and that the proposed buildings are suitable for the remedial works discussed above.



8.0 Limitation

This report has been prepared solely for the benefit of Frequency Projects Limited 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 parties’ sole risk. Recommendations and opinions in this report are based on data from limited test positions. The nature and continuity of subsoil conditions away from the test positions 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. Riley Consultants Ltd would be pleased to provide this service to Frequency Projects Limited and believes the project would benefit from such continuity. In any event, it is essential Riley Consultants Ltd is contacted if there is any variation in subsoil conditions from those described in the report as it may affect the design parameters recommended in the report. Yours faithfully RILEY CONSULTANTS LTD Prepared by: Reviewed by: Approved for issue:

Nicole Li Civil Engineer, GIPENZ

James Beaumont Senior Geotechnical Engineer

Brett Black Director, CPEng

Enc: Hand Auger Logs (HA1 to HA6)

Cone Penetration Testing Logs (CPT1 to CPT3) Seismic Dilatometer Testing Log (sDMT1) Site Plan, RILEY Dwg: 14179-3


Project: 14-158 - 181 Walters Road

Ground Investigation

PO Box 21-956, Henderson, Auckland 0650

Ph: (09) 950 1919, (021) 191 6000

http://www.g-i.co.nzTotal depth: 31.93 m, Date: 8/10/2014

Takanini

Cone Type: 10 cm2, 75 MPa

Cone Operator: AT

CPT: CPT-01

Location:

Cone resistance

Tip resistance (MPa)

1086420

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0Cone resistance Pore pressure

Pressure (kPa)

1,0005000

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0Pore pressureSleeve friction

Friction (kPa)

250200150100500

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0Sleeve friction

Cross correlation between qc & fs

20181614121086420-2-4-6-8-10-12-14-16-18-20

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The plot below presents the cross correlation coeficient between the raw qc and fs values (as measured on the field). X axes presents the lagdistance (one lag is the distance between two sucessive CPT measurements).

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 15/10/2014, 5:02:10 p.m. 1

Project file: U:\Projects\2014\14-158\1 - CPT\Reports & CPeT-IT\14-158 - 181 Walter Road - CPeT-IT File.cpt




Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-01

Location:

Cone resistance qt


1086420

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0Cone resistance qt Pore pressure u

Pressure (kPa)

8006004002000

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0Pore pressure uFriction ratio

Rf (%)

1086420

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0Friction ratio SBT Index

I(SBT)

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0SBT Index Soil Behaviour Type

SBT (Robertson, 2010)

181614121086420

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0Soil Behaviour Type

Organic soilClayClayClayClayClayOrganic soilSensitiv e f ine grained

Organic soilOrganic soilClaySilty sand & sandy silt

Clay

ClayClay & silty clay

ClaySensitiv e f ine grained

ClayClay

Clay

ClayOrganic soil

Organic soil

Clay & silty clay

Silty sand & sandy siltOrganic soil

Clay

Clay & silty clay

Clay

Clay & silty claySilty sand & sandy siltClay & silty clayClay

Silty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clay

Clay & silty claySilty sand & sandy silt

Clay & silty clay

Sand & silty sand

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






Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-01

Location:

Norm. cone resistance

Qtn

200150100500

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0Norm. cone resistance Norm. pore pressure ratio

Bq

10.80.60 .40.20-0.2

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0Norm. pore pressure ratioNorm. friction ratio

Fr (%)

1086420

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0Norm. friction ratio SBTn Index

Ic

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0SBTn Index Norm. Soil Behaviour Type

SBTn (Robertson 1990)

181614121086420

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0Norm. Soil Behaviour Type

Clay

ClayClayClay & silty clayClay & silty clayClay

Clay & silty clay

Organic soil

Organic soilOrganic soilClayClayOrganic soilClaySand & silty sand

ClayClayClay

ClayClay

ClayOrganic soil

Organic soilClayOrganic soil

Silty sand & sandy siltOrganic soil

Organic soilClayClay

Clay

Clay & silty clay

Clay & silty clayClay & silty clay


ClayClayClay & silty claySilty sand & sandy siltClay

Clay & silty clayClay & silty claySand & silty sand

SBTn legend


2. Organic material













Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-02

Location:

Cone resistance


1086420

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Pressure (kPa)

1,0005000

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Friction (kPa)

250200150100500

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0Sleeve friction


20181614121086420-2-4-6-8-10-12-14-16-18-20

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Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-02

Location:

Cone resistance qt


1086420

Depth (m)

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Pressure (kPa)

8006004002000

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Rf (%)

1086420

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I(SBT)

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27

26

25

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23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Clay & silty claySensitiv e f ine grainedClay

Sensitiv e f ine grainedClay

Clay

Sensitiv e f ine grainedClayClay & silty clay

Sensitiv e f ine grainedOrganic soilClaySensitiv e f ine grainedSensitiv e f ine grained

ClayClayClay

ClayClay

Clay

Sensitiv e f ine grained

Clay & silty claySilty sand & sandy silt

Clay & silty clay

Clay

Clay & silty clay

ClayClay

Clay & silty clay

Clay & silty clayClay & silty clayClay & silty clay

SBT legend


2. Organic material













Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-02

Location:


Qtn

200150100500

Depth (m)

32

31

30

29

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1


Bq

10.80.60 .40.20-0.2

Depth (m)

32

31

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1


Fr (%)

1086420

Depth (m)

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Ic

4321Depth (m)

32

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181614121086420

Depth (m)

32

31

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19

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17

16

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11

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9

8

7

6

5

4

3

2

1


Silty sand & sandy siltClay & silty clayClaySilty sand & sandy siltClay & silty clayClayClayClayOrganic soilClayClayClay

Sand & silty sandClayClay

Organic soilSilty sand & sandy siltOrganic soilOrganic soilOrganic soil

Clay

Clay

ClayClay & silty clayClayClay & silty clay

Organic soilClay

ClayClay

Clay

Clay & silty clayClay & silty clay

SBTn legend


2. Organic material













Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-03

Location:

Cone resistance


1086420

Depth (m)

32

31

30

29

28

27

26

25

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22

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17

16

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9

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2

1


Pressure (kPa)

1,0005000

Depth (m)

32

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2

1


Friction (kPa)

250200150100500

Depth (m)

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1

0Sleeve friction


20181614121086420-2-4-6-8-10-12-14-16-18-20

1.2

1

0.8

0.6

0.4

0.2

0

-0.2

-0.4

-0.6

-0.8

-1

0








Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-03

Location:

Cone resistance qt


1086420

Depth (m)

32

31

30

29

28

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26

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15

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9

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1


Pressure (kPa)

8006004002000

Depth (m)

32

31

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1


Rf (%)

1086420

Depth (m)

32

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I(SBT)

4321Depth (m)

32

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181614121086420

Depth (m)

32

31

30

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21

20

19

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17

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15

14

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11

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9

8

7

6

5

4

3

2

1


Clay & silty clayOrganic soilOrganic soilClayClayOrganic soil

ClayClayClay & silty clay

Organic soil

Organic soilClay & silty clay

ClaySensitiv e f ine grained

Clay

Clay

Organic soil

ClayOrganic soil

ClayOrganic soil

ClayClay & silty clayClay

Sand & silty sand

Clay

Clay & silty clay

Clay & silty clay

ClayClay

Clay & silty clay

SBT legend


2. Organic material













Ph: (09) 950 1919, (021) 191 6000


Takanini


Cone Operator: AT

CPT: CPT-03

Location:


Qtn

200150100500

Depth (m)

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

17

16

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2

1


Bq

10.80.60 .40.20-0.2

Depth (m)

32

31

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20

19

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17

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1


Fr (%)

1086420

Depth (m)

32

31

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19

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1


Ic

4321Depth (m)

32

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19

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17

16

15

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1



181614121086420

Depth (m)

32

31

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10

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8

7

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4

3

2

1


Silty sand & sandy siltOrganic soilOrganic soil

Silty sand & sandy siltSilty sand & sandy silt

Organic soilOrganic soil


Organic soil

Organic soilOrganic soilClayClay & silty clay

Organic soil

Organic soil

Clay

ClayClayClay

Organic soil

Clay

Organic soil

Sand & silty sandOrganic soil

Organic soil

Clay

Organic soil

Clay

Clay

SBTn legend


2. Organic material










3

SDMT-01 LEGEND Z = Depth Below Ground Level

Po,P1,P2 = Corrected A,B,C readings Id = Material Index

Ed = Dilatometer Modulus Ud = Pore Press. Index = (P2-Uo)/(Po-Uo)

Gamma = Bulk unit weight Sigma' = Effective overb. stress

Uo = Pore pressure

INTERPRETED PARAMETERS Phi = Safe floor value of Friction Angle

Ko = In situ earth press. coeff. M = Constrained modulus (at Sigma')

Cu = Undrained shear strength Ocr = Overconsolidation ratio

(OCR = 'relative OCR'- generally realistic. If accurate independent OCR

available, apply suitable factor)

GENERAL PARAMETERS DeltaA = 15 kPa

DeltaB = 40 kPa GammaTop = 17.0 kN/m^3

FactorEd = 34.7 ZMCal = 0.0 kPa

ZMAB = 0.0 kPa ZMC = 0.0 kPa

Zabs = 0.0 m Zw = 0.4 m

9 OCT 2014

Ground Investigation Riley Consultants 14-158 - 181 Walters Road Takanini

WaterTable at 0.40 m Reduction formulae according to Marchetti, ASCE Geot.Jnl.Mar. 1980, Vol.109, 299-321; Phi according to TC16 ISSMGE, 2001 Z A B C Po P1 P2 Gamma Sigma' Uo Id Kd Ed Ud Ko Ocr Phi M Cu SDMT-01 (m) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kN/m^3) (kPa) (kPa) (MPa) (Deg) (MPa) (kPa) DESCRIPTION 0.25 38 147 50 107 15.7 4 0 1.13 11.8 2.0 2.0 16.1 5.2 9 SILT 0.5 30 123 43 83 15.7 7 1 0.95 5.9 1.4 1.3 5.4 2.7 6 SILT 0.75 25 122 38 82 15.7 9 3 1.28 4.0 1.5 2.4 SANDY SILT 1.0 57 174 69 134 15.7 10 6 1.03 6.2 2.3 1.3 5.9 4.6 9 SILT 1.25 57 177 69 137 15.7 12 8 1.13 5.2 2.4 1.2 4.5 4.4 8 SILT 1.5 45 148 58 108 15.7 13 11 1.08 3.6 1.7 0.90 2.5 2.6 6 SILT 2.0 374 908 365 868 17.7 16 16 1.44 21.8 17.5 56.5 SANDY SILT 2.25 55 150 68 110 15.7 18 18 0.84 2.8 1.5 0.73 1.7 1.8 6 SILT 2.5 82 171 95 131 15.7 19 21 0.48 3.8 1.2 0.95 2.8 1.9 10 SILTY CLAY 2.75 99 189 112 149 15.7 21 23 0.41 4.3 1.3 1.0 3.3 2.1 12 SILTY CLAY 3.0 22 110 35 70 16.7 22 26 3.52 0.4 1.2 1.0 SAND 3.25 71 173 84 133 15.7 24 28 0.89 2.3 1.7 0.62 1.3 1.8 6 SILT 3.5 74 182 86 142 15.7 26 30 0.99 2.2 1.9 0.59 1.2 1.9 6 SILT 3.9 35 306 39 266 16.7 28 34 46.62 0.2 7.9 6.7 SAND 4.0 68 158 81 118 15.7 29 35 0.80 1.6 1.3 0.43 <0.8 1.1 5 SILT 4.25 77 170 90 130 15.7 30 38 0.76 1.7 1.4 0.47 0.81 1.2 6 CLAYEY SILT 4.5 98 236 109 196 15.7 32 40 1.27 2.2 3.0 3.0 SANDY SILT 4.75 90 184 103 144 15.7 33 43 0.68 1.8 1.4 0.50 0.87 1.2 6 CLAYEY SILT 5.0 92 185 58 105 145 73 15.7 35 45 0.67 1.7 1.4 0.46 0.47 0.81 1.2 6 CLAYEY SILT 5.25 94 188 107 148 15.7 36 48 0.69 1.7 1.4 0.45 <0.8 1.2 6 CLAYEY SILT 5.5 96 198 109 158 15.7 37 50 0.84 1.6 1.7 0.42 <0.8 1.5 6 SILT 5.75 110 245 121 205 15.7 39 52 1.23 1.8 2.9 2.5 SANDY SILT 6.0 320 696 64 319 656 79 16.7 40 55 1.28 6.5 11.7 0.09 24.4 SANDY SILT 6.25 110 213 123 173 15.7 42 57 0.77 1.5 1.7 0.41 <0.8 1.5 7 CLAYEY SILT 6.5 119 300 128 260 16.7 44 60 1.95 1.6 4.6 31 3.9 SILTY SAND 6.75 130 228 143 188 15.7 45 62 0.56 1.8 1.6 0.48 0.83 1.3 9 SILTY CLAY 7.0 135 232 89 148 192 104 15.7 47 65 0.53 1.8 1.5 0.47 0.48 0.83 1.3 9 SILTY CLAY 7.25 161 261 174 221 15.7 48 67 0.44 2.2 1.6 0.60 1.2 1.6 12 SILTY CLAY 7.5 145 283 156 243 15.7 50 70 1.01 1.7 3.0 0.47 0.80 2.6 9 SILT 7.75 128 227 141 187 15.7 51 72 0.67 1.3 1.6 0.35 <0.8 1.4 7 CLAYEY SILT 8.0 136 238 149 198 15.7 53 75 0.67 1.4 1.7 0.37 <0.8 1.5 7 CLAYEY SILT 8.25 131 232 144 192 15.7 54 77 0.72 1.2 1.7 0.31 <0.8 1.4 6 CLAYEY SILT 8.5 139 245 151 205 15.7 56 79 0.74 1.3 1.9 0.33 <0.8 1.6 7 CLAYEY SILT 8.75 152 259 164 219 15.7 57 82 0.66 1.4 1.9 0.38 <0.8 1.6 8 CLAYEY SILT 9.0 146 252 158 212 15.7 59 84 0.72 1.3 1.9 0.32 <0.8 1.6 7 CLAYEY SILT 9.25 138 246 106 150 206 121 15.7 60 87 0.88 1.1 1.9 0.54 < 0.3 <0.8 1.6 6 SILT 9.5 143 262 155 222 15.7 61 89 1.03 1.1 2.3 < 0.3 <0.8 2.0 6 SILT 9.75 158 262 171 222 15.7 63 92 0.65 1.3 1.8 0.32 <0.8 1.5 8 CLAYEY SILT 10.0 157 270 116 169 230 131 15.7 64 94 0.81 1.2 2.1 0.49 < 0.3 <0.8 1.8 7 SILT 10.25 157 272 169 232 15.7 66 97 0.87 1.1 2.2 < 0.3 <0.8 1.9 7 SILT 10.5 161 278 173 238 15.7 67 99 0.88 1.1 2.3 < 0.3 <0.8 1.9 7 SILT 10.75 183 308 195 268 15.7 69 102 0.79 1.4 2.6 0.35 <0.8 2.2 9 CLAYEY SILT

4 Z A B C Po P1 P2 Gamma Sigma' Uo Id Kd Ed Ud Ko Ocr Phi M Cu SDMT-01 (m) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kN/m^3) (kPa) (kPa) (MPa) (Deg) (MPa) (kPa) DESCRIPTION 11.0 174 280 139 186 240 154 15.7 70 104 0.65 1.2 1.9 0.61 < 0.3 <0.8 1.6 8 CLAYEY SILT 11.25 180 294 192 254 15.7 72 106 0.72 1.2 2.1 < 0.3 <0.8 1.8 8 CLAYEY SILT 11.5 160 273 172 233 15.7 73 109 0.96 0.9 2.1 < 0.3 <0.8 1.8 6 SILT 11.75 148 270 160 230 15.7 75 111 1.46 0.6 2.4 2.1 SANDY SILT 12.0 197 308 143 209 268 158 15.7 76 114 0.62 1.3 2.0 0.46 0.32 <0.8 1.7 9 CLAYEY SILT 12.25 358 793 354 753 16.7 78 116 1.68 3.1 13.8 19.0 SANDY SILT 12.5 221 332 233 292 15.7 79 119 0.51 1.4 2.0 0.38 <0.8 1.7 12 SILTY CLAY 12.75 164 311 174 271 16.7 81 121 1.81 0.7 3.4 25 2.8 SILTY SAND 13.0 221 333 159 233 293 174 15.7 83 124 0.55 1.3 2.1 0.46 0.34 <0.8 1.8 11 SILTY CLAY 13.25 264 388 276 348 15.7 84 126 0.48 1.8 2.5 0.48 0.83 2.1 16 SILTY CLAY 13.5 237 378 248 338 15.7 86 129 0.76 1.4 3.1 0.37 <0.8 2.7 12 CLAYEY SILT 13.75 238 342 251 302 15.7 87 131 0.43 1.4 1.8 0.36 <0.8 1.5 12 SILTY CLAY 14.0 279 411 202 290 371 217 15.7 88 133 0.52 1.8 2.8 0.53 0.48 0.83 2.4 17 SILTY CLAY 14.25 263 386 275 346 15.7 90 136 0.51 1.5 2.5 0.41 <0.8 2.1 14 SILTY CLAY 14.5 271 398 282 358 15.7 91 138 0.52 1.6 2.6 0.42 <0.8 2.2 15 SILTY CLAY 14.75 310 493 319 453 16.7 93 141 0.76 1.9 4.7 0.52 0.94 4.0 19 CLAYEY SILT 15.0 272 415 198 283 375 213 15.7 95 143 0.66 1.5 3.2 0.50 0.39 <0.8 2.7 14 CLAYEY SILT 15.25 278 430 288 390 15.7 96 146 0.71 1.5 3.5 0.39 <0.8 3.0 15 CLAYEY SILT 15.5 267 393 278 353 15.7 98 148 0.57 1.3 2.6 0.35 <0.8 2.2 13 SILTY CLAY 15.75 262 382 274 342 15.7 99 151 0.55 1.2 2.4 0.32 <0.8 2.0 12 SILTY CLAY 16.0 248 365 187 260 325 202 15.7 100 153 0.61 1.1 2.3 0.46 < 0.3 <0.8 1.9 10 CLAYEY SILT 16.25 264 388 276 348 15.7 102 155 0.60 1.2 2.5 < 0.3 <0.8 2.1 12 CLAYEY SILT 16.5 231 329 244 289 15.7 103 158 0.53 0.8 1.6 < 0.3 <0.8 1.3 8 SILTY CLAY 16.75 286 411 298 371 15.7 105 160 0.54 1.3 2.6 0.34 <0.8 2.2 14 SILTY CLAY 17.0 334 472 208 345 432 223 15.7 106 163 0.48 1.7 3.0 0.33 0.46 <0.8 2.6 19 SILTY CLAY 17.25 399 1038 385 998 18.6 108 165 2.79 2.0 21.3 32 23.3 SILTY SAND 17.5 600 1891 553 1851 19.6 110 168 3.37 3.5 45.0 35 71.5 SAND

RILEY

CONSULTANTS

geotechnical investigation proposed … report details thefield investigation results ... hand auger...

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