Westhaven: Pile Berth Redevelopment

Beca // 21 August 2017

3121348 // NZ1-10513716-15 0.15

Appendix A – Geotechnical Analysis Report

Report

Westhaven Marina - Pile Berth Redevelopment Preliminary Geotechnical Assessment

Prepared for Panuku Development Auckland

Prepared by (Beca)

21 August 2017

Westhaven Marina - Pile Berth Redevelopment Preliminary Geotechnical Assessment

Beca // 21 August 2017

3121348 // NZ1-10498439-11 0.11 // i

Revision History

Revision Nº Prepared By Description Date

1 Nicola Ridgley For Review 9/4/2015

2 Nicola Ridgley For Resource Consent Application 21/08/2017

3

4

5

Document Acceptance

Action Name Signed Date

Prepared by Nicola Ridgley 21/08/2017

Reviewed by Do Van Toan 21/08/2017

Approved by Stephen Priestley 21/08/2017

on behalf of

© Beca 2015 (unless Beca has expressly agreed otherwise with the Client in writing).

This report has been prepared by Beca on the specific instructions of our Client. It is solely for our Client’s use for the purpose for which it is intended in accordance with the agreed scope of work. Any use or reliance by any person contrary to the above, to which Beca has not given its prior written consent, is at that person's own risk.

Westhaven Marina - Pile Berth Redevelopment Preliminary Geotechnical Assessment

Beca // 21 August 2017

3121348 // NZ1-10498439-11 0.11 // ii

Executive Summary

Auckland Waterfront Development Agency propose extension of the northern reclamation and car park area

at Westhaven Marina. The extension is proposed to extend around 160m to the east and be around 50m

wide. It is proposed the top of the reclamation will be around 5mCD. The reclamation will support a

promenade along the southern edge, car parking and other landscape and urban design features. In

addition to the extension new mooring piers are also proposed.

This report is based on Beca’s understanding of the proposed development, and exploratory investigations

completed to date based on the proposed and approved scope of works.

The following key points should be read in conjunction with the entire report to provide a complete

understanding.

1) The geotechnical investigations indicate geological profile comprises recent marine sediments overlying

Tauranga Group alluvium all underlain by a weathering profile from Waitemata Group rocks. The recent

marine sediments are weak and around 4m-7m thick. Rock level is relatively uniform over the majority of

the proposed reclamation dipping down towards the eastern end.

2) In terms of NZS 1170.5:2004, the site subsoil class at this site has been determined as Class D, “Deep

Soil Site”.

3) Liquefaction is considered unlikely to occur due to the plastic nature of the soils present.

4) Recommended options for the reclamation include:

� Shallow perimeter Mudcrete shear key 3m deep with 1.5m Mudcrete blanket or,

� Shallow perimeter shear key 3m deep with geogrids reinforcement.

5) At the northern edge along the existing rock bund it is recommended the bund is lowered by 2m and

covered with Mudcrete (plus 2 layers of geogrid) to bring the reclamation up to about +5m Chart Datum

(CD).

6) Total settlements are expected to be of the order 600mm to 1200mm. Settlements are expected to

continue for a relatively long time period of 10+ years.

7) Detailed design will need to address construction schedule, short term risks during construction and long

term post-construction settlements.

8) Further strength testing of the marine sediments (in particular under the old rock bund) is recommended

as part of detailed design or construction.

9) Initial assessment of the required reclamation level to address functionality, access and wave

overtopping requirements was +4.7mCD. It is recommended that the post construction reclamation level

be +5.0mCD to allow for a degree of predicted settlement.

Westhaven Marina - Pile Berth Redevelopment Preliminary Geotechnical Assessment

Beca // 21 August 2017

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Contents

1 Introduction 1

2 Proposed Development 1

3 Site Description 1

3.1 Site Description 1

3.2 Geology 1

4 Ground Profile 2

4.1 Previous Investigations 2

4.2 Summary of Recent Beca Investigations 2

4.3 Soil Profile 2

4.4 Laboratory Test Results 3

4.5 Material Properties 3

5 Seismicity 4

6 Geotechnical Assessment 5

6.1 Reclamation Options 5

6.2 Settlement 7

6.3 Liquefaction Assessment 8

6.4 Reclamation Levels 8

7 Applicability Statement 9

8 References 9

Appendices

Appendix A

Waterfront Auckland WA Sites Plan

Appendix B

Dredging Plan

Appendix C

Figures

Westhaven Marina - Pile Berth Redevelopment Preliminary Geotechnical Assessment

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1 Introduction

Auckland Waterfront Development Agency has commissioned Beca Limited (Beca) to undertake

geotechnical investigation and preliminary geotechnical assessment for an extension to a reclamation at

Westhaven Marina.

This report presents the results from the geotechnical investigation and provides preliminary

recommendations for options with respect to the proposed reclamation. The factual data from the

geotechnical investigation is presented in Beca’s report Westhaven Marina – Pier Mooring Redevelopment –

Geotechnical Factual Report dated February 2015.

2 Proposed Development

The proposed development involves the extension of northern reclamation and car park area including

infilling of the western entrance at Westhaven Marina and the development of new mooring piers. This is

shown on the Waterfront Auckland WA Site Drawing (attached in Appendix A).

The extension is proposed to extend around 160m to the east and be around 50m wide. It is proposed the

top of the reclamation will be around 5mCD. The reclamation will support a promenade along the southern

edge, car parking and other landscape and urban design features.

3 Site Description

3.1 Site Description

The site is located in Westhaven Marina in Auckland. The western entrance to the marina is located

immediately to the east of the existing reclamation and is around 70m wide. To the east of the entrance is a

rock bund breakwater that provides protection to the marina. The top of this existing bund is around -

3.5mCD.

Seabed surveys indicate variable seabed levels in the area of the proposed reclamation. The seabed is

lower in the area of the western entrance at around -4 to -6mCD and rises to the east to typically -2 to

-3mCD.

The Westhaven area is bounded by reclamations for roads, parking, boat ramps and access to moorings.

We understand the most recent reclamation in this area near Pier U was constructed comprising rock bund

perimeter retaining structure in filled with unstabilised marine dredgings (with wick drains), surfaced with a

granular layer.

3.2 Geology

Geological Map 2, Geology of the Auckland Urban Area (Scale 1:50,000) indicates the underlying geology

comprises construction fill, overlying East Coast Bays Formation (ECBF Waitemata Group) residual soils and

rock.

The Tauranga Group alluvium although not indicated on the geological map, was encountered in the

boreholes.

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4 Ground Profile

4.1 Previous Investigations

Limited previous geotechnical investigations are available within the Westhaven Marina. These include

levels to firm sediments and interface with weathered ECBF rock in the area to the south and adjacent to

piers U to X. These are shown on Dredging Plan attached in Appendix B. The levels shown on this plan

indicate rock level varies from -5.5mCD to greater than RL -22mCD.

4.2 Summary of Recent Beca Investigations

Geotechnical investigations were undertaken between the 2 and 4 February 2015. The scope of the

geotechnical investigations comprised five boreholes to depths of between 3.9m and 16.6m below seabed.

Geonor Vane testing was undertaken down the borehole to measure the shear strengths of the weak marine

sediments.

The investigation details are presented in the Beca Factual Report, and investigation locations are shown on

the site Figure 1 plan (Appendix C).

4.3 Soil Profile

The soil profile encountered in the site investigations generally confirmed the published geology, and was

found to comprise recent marine sediments overlying Tauranga Group alluvium (TGA) all underlain by

Waitemata Group (WG) weathered profile (residual soils followed by rock at depth).

The recent marine sediments is a relatively thick (4m-7m) very weak layer with measured shear strengths

typically between 5kPa and 10kPa covering the site. In several of the boreholes a thin sand layer was

encountered beneath the recent marine sediments which were not able to be penetrated by the Geonor

Vane. This layer was not encountered in all the boreholes, and was typically underlain by weak Tauranga

Group silt. In the area of the proposed reclamation rock level was relatively uniform at around -10m CD

dipping down towards the east to about -16mCD in BH4.

The generalised soil profile is shown on Figure 2 and Figure 3 in Appendix C.

Table 4.1 – Generalised Soil Profile

Geologic Unit Depth to top of layer (m)

Thickness (m)

General Soil Description Measured Strength Parameters

Corrected vane shear strength (kPa)

SPT N (blows/ 300mm)

Recent Marine Sediments

0 4-7 Very soft SILT, some shells and sand.

2-18 N/A

Tauranga Group Alluvium

4-7 0-6 Very loose SAND, some silt and shells

Very soft SILT

6-150+ (UTP) 0-3

Waitemata Group Residual Soil and Rock

5-13 N/A Interbedded SANDSTONE and SILTSTONE

N/A 50+

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4.4 Laboratory Test Results

Laboratory testing comprised Atterberg Limit, and particle size gradings. The results of the tests are

summarised in the Table 4.2 below and contained within the Geotechnical Factual Report.

Table 4.2 – Summary Laboratory Test Results

Sample Origin Geologic Unit Atterberg Limits Grading

BH02 2-4m

Recent Marine Sediments WC = 55.4 CPL= 50 PL = 25 PI = 25

38% Silt/Clay 54% Sand 8% Gravel

BH03 3-4m

Recent Marine Sediments WC = 54.9 LL = 54 PL = 22 PI = 32

47% Silt/Clay 49% Sand 4% Gravel

BH04 3-4m

Recent Marine Sediments WC = 55.5 CPL = 50 PL = 23 PI = 27

30% Silt/Clay 51% Sand 19% Gravel

BH02 6-6.5m

Tauranga Group Alluvium WC = 25.1 CPL = 39 PL = 21 PI = 17

10% Clay 17% Silt 73% Sand

BH04 9.5-10.5m

Tauranga Group Alluvium WC = 75.5 LL = 85 PL = 32 PI = 53

47% Clay 43% Silt 10% Sand

BH04 12.6 -13.1m

Tauranga Group Alluvium WC = 77 LL = 87 PL = 35 PI = 52

53% Clay 41% Silt 6% Sand

Note: WC = Water Content; LL = Liquid Limit; CPL = Cone Penetration Limit; PL = Plastic Limit; PI = Plasticity Index

4.5 Material Properties

This preliminary assessment is based on the geotechnical parameters listed in Table 4.3 below. The

parameters have been assessed from the investigation data, experience with these soils at other sites in

Auckland, and back analysis of the existing rock bund.

It is noted construction details of the existing rock bund are not available; it has been assumed the rock was

placed directly on the seabed.

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Table 4.3 – Preliminary Design Parameters

Geologic Unit Unit Weight, ɣ (kN/m3)

Shear Strength (kPa)

Friction Angle, Φ’ (degrees)

Cohesion, c’ (kPa)

Settlement Parameters

Cc/(1+e0)(2)

(%)

Cv(3)

(m2/year)

Recent Marine Sediments

� Unconsolidated (1)

15

5 + 0.6kPa/m

18-22

0

15-25

2

� Consolidated (beneath Mudcrete)

15 10 +0.6kPa/m 20-26 0.5-1.5 15-25 2

� Consolidated (beneath existing rock breakwater)

15 15 +0.6kPa/m 20-26 0.5-1.5 15-25 2

Tauranga Group Alluvium

� Sand

16

-

2

28

-

-

� Silt/Clay 16 10 + 1.5kPa/m

- - 15-25 2

Waitemata Group Residual Soil and Rock

20 200 34 25-50 - -

Mudcrete Bund 15 150 32 25 - -

Mudcrete Reclamation 15 100 32 15 - -

Existing Rock Bund 18 - 40 5 - -

Note:

1) Unconsolidated shear strength based on Geonor Vane test readings

2) Compressibility

3) Rate of consolidation

5 Seismicity

For the purposes of this preliminary assessment, we have assumed the Design Life is 50 years and

Importance Level 2.

The site is assessed to be Seismic Soil Class D (deep or soft soil).

The Peak Ground Acceleration (PGA) has been calculated in accordance with NZ Geotechnical Society’s

“Earthquake geotechnical engineering practice Module 1: Overview of the Guidelines”, which recommends

NZTA Bridge Manual for assessment of liquefaction and stability and displacement of slopes. The PGA

values adopted for our geotechnical assessment are summarised in Table 5.1 below.

Westhaven Marina - Pile Berth Redevelopment Preliminary Geotechnical Assessment

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Table 5.1 – Geotechnical Design PGA

Importance Level

Design Life

(years)

Limit State

Probability of Exceedance (per annum)

Spectral Shape Factor (T=0), Ch(T)

Return Period

Factor, R

Hazard Factor, Z

Design PGA (g)

2 50 SLS 1/25 1.12 0.25 0.13 0.04

ULS 1/500 1.12 1.0 0.13 0.15

6 Geotechnical Assessment

The soil encountered in the investigations typically comprised marine sediments overlying Tauranga Group

alluvium all underlain by Waitemata Group soil and rock. The key geotechnical issues associated with the

proposed development include:

� Presence of very weak marine sediments

� Potential for instability of the reclamation

� Potential for significant long term settlements

Preliminary options for the reclamation have been assessed and are discussed further below.

6.1 Reclamation Options

Several options for development of the reclamation have been assessed, these include

� Rock bund and dredged marine sediment fill

� Mudcrete bund and fill

6.1.1 Rock Bund and Dredged Marine Sediment Reclamation Fill

This option comprises perimeter retaining bunds constructed using crushed rock and the space backfilled

with reclaimed dredged marine sediments. To provide a stable rockfilled bund, undercutting of the marine

sediments to form a shear key would be required, founded in the Waitemata Group rock. This option would

require staged construction to allow the underlying sediments to consolidate and gain strength beneath the

reclamation before a trafficable surfacing could be added, therefore resulting in a much longer construction

period.

Settlement of the reclamation would be large (of the order 2m-3m) and occur over a long period of time

(greater than 10-15 years). Wick drains could be used to accelerate consolidation reducing the time for

settlement to about 1 year but not for the total amount.

While this option is similar to existing reclamation fills in the Westhaven area it is not favoured because of the

depth of underlying weak sediments and a high level of differential settlement across the proposed

reclamation.

6.1.2 Mudcrete Bund and Fill

Recently reclamations have been constructed using cement stabilised marine dredgings (named as

“Mudcrete”, a technique developed by Beca). The advantages of Mudcrete include improved stability,

reduced total and consolidation settlement and reduced differential settlement.

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6.1.3 Options assessed include:

[a] Deep perimeter shear key into rock;

[b] Shallow perimeter shear key - 3m deep with 1.5m stabilisation beneath reclamation; and

[c] Shallow perimeter shear key - 3m deep with geogrids.

Preliminary assessment of slope stability was undertaken using Geostudio SLOPE/W, Morgernstern and

Price method of analyses. The preliminary design options are based on obtaining a minimum long term

factor of safety of 1.5 for static conditions. Seismic stability under 0.15g has been checked and for the

options presented below the factor of safety is around 1 to 1.1.

The following assumptions have been made as part of the preliminary analyses:

� Two sections have been assessed, cross section with both the southern and northern edges (including

the existing rock bund); and long section with the eastern edge where the rock dips down

� Top of reclamation of +5mCD

� Side slopes of 1.5H:1V

� Vertical face extending from -1m CD along the south edge (representing the promenade)

� A 0.5m tidal lag, with seawater level +1.2mCD through the reclamation lowering to +0.7m CD (mean low

water) on the seaward side

� 12kPa traffic surcharge

� Tension crack in the Mudcrete bund and outer reclamation edge to RL +0.7mCD

� Consolidated soils beneath the reclamation and bund for long term stability assessment

Construction staging is likely to be critical; however no specific details have been determined at this stage.

Such details may include the following and will be finalised during detailed design:

� Construction of Mudcrete bund and reclamation in uniform layers across the area of reclamation

� Staged construction to allow the recent marine sediments to consolidate and gain strength prior to raising

to the final height and constructing pavements

� Temporary surfacing until consolidation settlements have reached an acceptable level for final pavement

construction

6.1.3.1 Deep perimeter shear key into rock

This option [a] involves treating the full depth of marine soils at the front of the bund to key into the

underlying rock. This option would provide a more secure edge to the reclamation; however the depth of

treatment would be at 6m to 8m below seabed. This would likely involve in-situ stabilisation which would

require costly specialist construction equipment, but would provide the most reliable solution.

This option has not been assessed further due to the likely higher cost.

6.1.3.2 Shallow perimeter Mudcrete shear key 3m deep + 1.5m Mudcrete Blanket

Option [b] includes a 3m deep shear key with 1.5m stabilisation below the reclamation. With a shallower

shear key than option [a] the reclamation would be “floating” on the weaker existing marine sediments. With

only a 3m deep key, the FoS is less than 1.5, therefore additional support is required to obtain a factor of

safety of 1.5. This option includes a wider stabilisation of 1.5m depth of the marine sediments beneath the

entire reclamation to obtain a long term FoS >1.5. This option is shown on Figure 4a & 4b, Appendix C.

Additional stabilisation beneath the reclamation has the advantage of reduced consolidation settlement (due

to the reduced thickness of remaining marine sediment) and potentially reduced differential settlement as the

thicker stabilised reclamation would act as a “raft” across the softer spots in the sediments.

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6.1.3.3 Shallow perimeter Mudcrete shear key 3m deep with geogrids

This option [c] is similar to above with the shallow 3m deep Mudcrete shear key, however instead of 1.5m

Mudcrete blanket, two layers of geogrids be placed within the reclamation to provide the required

improvement to stability. This option is shown on Figure 5a & 5b Appendix C. To improve constructability the

geogrids have been placed at +1.5 and +2m CD i.e. above low water, however final location would be

subject to more detailed analyses. Long term FoS is >1.5 but settlements would be greater. Detailed

analysis is required to design/select the tensile strength of geogrid.

6.1.4 Existing Rock Bund

The existing rock bund is located approximately at the northern extent of the proposed reclamation. As there

are no details available regarding construction of this rock wall, this assessment is based on the assumption

that the rock was placed directly on the seabed.

A back analysis of the stability of the rock wall is based on an assessed FoS of 1.2. This resulted in an

assessed shear strength of the underlying material as 15kPa + 0.6kPa/m.

Several options were assessed including:

� Place Mudcrete on existing rock

� Lower existing rock wall and place Mudcrete over the remaining old bund

� Place Mudcrete in front of the old wall to construct shear key.

[a] The recommended FoS of 1.5 cannot be obtained by just placing Mudcrete on top of the existing rock

bund. Therefore this option is not recommended.

[b] Constructing a shallow shear key on the northern face and encasing the old rock wall in Mudcrete does

not meet the required level of stability without using geogrids as well. Construction of a shear key at the toe

of the existing rock wall is likely required in short sections. With the use of geogrids still being required, this

option will likely be more costly and is therefore not considered further.

[c] Preliminary analyses indicate lowering the rock bund wall by 2m, placing Mudcrete and two layers of

geotextile provides a minimum FoS of 1.5. However this assumes the underlying soils are uniformly and

completely consolidated. This is shown on Figure 6, Appendix C.

6.2 Settlement

Settlement of the reclamation will occur due to consolidation of the recent marine sediments beneath the

reclamation and Tauranga Group alluvium. Parameters for assessing settlement and rate of settlement have

been based on the consolidation test results from other projects in the area in similar soils and are

summarised above in Table 4.3.

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Preliminary assessment of settlements are summarised on Table 6.1 below.

Table 6.1 – Settlement

Option Total Settlement (mm)

Estimated Time for 50% Consolidation

(years)

Estimated Time for 90% Consolidation

(years)

Estimated Post Construction Settlement (1)

(mm)

3m Shear key with Geogrid (Option [c])

800-1200 4 15 600-900

3m shear key with Undercut & 1.5m Mudcrete (Option [b])

600-1000 2 10 400-600

Northern Bund Edge + 2m Mudcrete/Geogrids

100-300 2 10 50-200

Note: 1) Assume construction period 1 year 2) One way drainage of marine sediment

The marine sediments are relatively fine grained and have a low rate of consolidation. Post construction

settlements and periods could be reduced by installing wick drains through the marine sediments to increase

the rate of consolidation.

6.3 Liquefaction Assessment

Liquefaction is a phenomenon where under earthquake shaking loose sandy/gravelly deposits below the

groundwater contract with a corresponding rise in groundwater pressure. In the event of liquefaction, loss of

strength, settlement and instability (lateral spreading) may occur.

Laboratory testing indicates the recent marine sediments and Tauranga Group soils typically have a plastic

index greater than 12, therefore soils at this site are considered unlikely to liquefy under the 0.15g design

level tabled above. Cyclic softening of the marine sediments is also considered unlikely as the cyclic shear

stress generated by a 1/500 year return period earthquake is less than the measured peak soil shear

strength.

6.4 Reclamation Levels

Initial assessment of the required reclamation level to address functionality, access and wave overtopping

requirements was +4.7mCD. It is recommended that the post construction reclamation level be +5.0mCD to

allow for a degree of predicted settlement.

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7 Applicability Statement

This report has been prepared by Beca on the specific instructions of our Client. It is solely for our Client’s

use for the purpose for which it is intended in accordance with the agreed scope of work. Any use or reliance

by any person contrary to the above, to which Beca has not given its prior written consent, is at that person's

own risk.

Should you be in any doubt as to the applicability of this report and/or its recommendations for the proposed

development as described herein, and/or encounter materials on site that differ from those described herein,

it is essential that you discuss these issues with the authors before proceeding with any work based on this

document.

8 References

1) Beca – Westhaven Marina – Pier Mooring Redevelopment – Geotechnical Factual Report, dated

February 2015.

2) GNS Science – Geological Map 2, Geology of the Auckland Urban Area (Scale 1:50,000).

3) NZ Geotechnical Society – Earthquake geotechnical engineering practice, Module 1: Overview of the

guidelines, dated March 2016.

4) NZ Transport Agency Bridge Manual 3rd Edition, Amendment 2 dated May 2016.

Appendix A

Waterfront Auckland WA Site

´

Date: 14th October 2014Ref Number:File Name: AWDA_Asset_Register_A0.mxdPublished Name: WA_Westhaven_Projects_20141014.pdf

This map/plan is illustrative only and all informationshould be independently verified on site before takingany action.Copyright Auckland Waterfront DevelopmentAgency Ltd (AWDAL). Land Parcel Boundary informationfrom LINZ (Crown Copyright Reserved).Whilst due care has been taken, AWDAL gives no warranty as to the accuracy and completeness of any information on this map/plan and accepts no liability for any error, omission or use of the information.Height datum: Auckland 1946. 0 40 80 120 160 20020

Meters1:1,250 @ A0

LegendPlatform_2_BuildingsBerth, Marina BerthBerth, Multi HullBerth, PileGangwayPierNew Westhaven BerthsWaterfront PromenadeProposed Reclamation

Orthophotography - 2014WA / Architectus / LINZ Data

WA Sites

Appendix B

Dredging Plan

Appendix C

Figures

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

0 20 40 60 80 100 120 140 160 180 200

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

7

6

1450+

50+

BH15

5

8UTP 3

50+

BH2

2

10

18

17

10

7

UTP

612

0

0

0

3

50+

50+

50+

BH4

Distance (m)

Ele

vati

on

, RL

(m

)

3121348/212 Printed 24/02/2015

SECTION Westhaven MarinaFIGURE Section 2

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

0 5 10 15 20 25 30 35 40 45 50 55

-35

-30

-25

-20

-15

-10

-5

0

5

10

15

5

5

8UTP 3

50+

BH2

6

14

8

UTP

50+

BH3

Distance (m)

Ele

vati

on

, RL

(m

)

3121348/212 Printed 25/02/2015

SECTION Westhaven MarinaFIGURE 3