geotechnical report rangitane maritime development …

GEOTECHNICAL REPORT

RANGITANE MARITIME DEVELOPMENT

BOAT RAMP

Prepared for:

pagea

Text Box

APPENDIX 15

20-0072 Rangitane Maritime Development Boat Ramp Geotechnical Report P a g e | 1

Contents 1.0 EXECUTIVE SUMMARY ................................................................................................................ 2

2.0 INTRODUCTION ........................................................................................................................... 2

3.0 SITE DESCRIPTION AND SITE HAZARDS ....................................................................................... 3

4.0 IMPORTANCE LEVELS .................................................................................................................. 3

5.0 SEISMIC CRITERIA ........................................................................................................................ 4

6.0 GEOLOGY ..................................................................................................................................... 5

7.0 SITE INVESTIGATIONS ................................................................................................................. 6

8.0 COMBINED GEOTECHNICAL RESULTS ......................................................................................... 6

9.0 PILE INSTALLATION TECHNIQUES ............................................................................................... 7

10.0 LIQUEFACTION AND SETTLEMENT RISK ...................................................................................... 7

11.0 CONCLUSIONS ............................................................................................................................. 8

APPENDIX A – PRELIMINARY SITE PLAN ....................................................................................................

APPENDIX B – SCALA PENETROMETER TEST RESULTS ..............................................................................

APPENDIX C – BOREHOLE RECORDS .........................................................................................................

APPENDIX D – SITE PHOTOS ......................................................................................................................

This report has been prepared for the sole benefit of Far North Holdings for the purposes outlined in the introduction. Reliance on this report for any other purposes than that stated shall be done at the full risk of the user. This report shall not be reproduced in part or in full for any other purposes without the express written permission of Shorewise Engineering Consultants Limited.

Document Version Prepared By Date Released Revision 0 Rob Brown 23-05-2021 Revision 1 Rob Brown 23-07-2021 Revision 2 Rob Brown 25-08-2021


GEOTECHNICAL REPORT Rangitane Boat Ramp

1.0 EXECUTIVE SUMMARY

Shorewise Engineering Consultants have been engaged by Far North Holdings Limited (FNHL) to carry out a geotechnical investigation to support the development of a new concrete boat ramp and the boat ramp pontoons as part of the FNHL consent application.

The investigation also covered the area of the existing timber jetty and the recreational pontoon (accessed from the jetty) immediately east of the proposed boat ramp, the timber jetty and pontoon accessed from the jetty are part of an existing resource consent held by others and do not form part of this application.

The site is relatively flat and sits on the edge of the Kerikeri Inlet.

A site investigation has been undertaken, consisting of dynamic probe testing at the proposed boat ramp, jetty and pontoon location to confirm the properties of the underlying soils at the site.

The existing pine jetty is supported on driven piles, these have performed reasonably well over their lifetime.

A replacement jetty founded on driven timber piles protected with polyethylene sleeves is expected to provide a similar or better level of performance as the existing jetty.

2.0 INTRODUCTION

FNHL seek to develop a reclamation to support the parking requirements for a new two lane boat ramp, recreational access to the foreshore and the parking requirements for dinghy access to the vessel moorings in the river.

The site is deemed to be low geotechnical risk as it is relatively flat and consists of reasonably consistent silty volcanic soils overlaying hard volcanic rock at relatively shallow depths. The structures are unlikely to be affected by liquefaction or settlement due to the shallow depth of basalt, the piles being driven to the basalt layer, and fines content in the surface layers.

This report has been prepared by Rob Brown (Shorewise Engineering Consultants), a Chartered Civil and Structural engineer who has extensive knowledge in geotechnical engineering and marine structures.

This report has been prepared using the standards AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, NZS 1170.5, MBIE Earthquake Geotechnical Engineering Practice Module 3 (liquefaction), and the NZGS field description of soil and rock.


3.0 SITE DESCRIPTION AND SITE HAZARDS

The site of the proposed structures is within the CMA at Rangitane Loop Road, Kerikeri.

The site is not shown as being at risk of any coastal erosion on the FNDC GIS or the NRC GIS systems.

The existing foreshore has been lined with locally supplied rip rap rock and this has performed well, there are only signs of minor erosion around the existing structures.

There are no other risks associated to the site therefore we consider the site to be low risk from a geotechnical perspective.

4.0 IMPORTANCE LEVELS

The boat ramp and boat ramp pontoons are Importance level 2 structures.

Existing Jetty

(partially demolished)

Existing Boat Ramp


5.0 SEISMIC CRITERIA

The structures are classified as an Importance Level 2, the design life is 50 Years. The design seismic acceleration is derived using Standards NZS 1170.5, MBIE/NZGS Geotechnical engineering guidelines and the NZTA Bridge Manual (2004). The hazard factor (Z) for Kerikeri is 0.1 and the subsoil class is defined as Class C (firm material up to 25m depth and stiff material up to 40m depth). There are no known active faults within 20km of the site.

Based on the above information, the design horizontal Peak Ground Acceleration (PGA) for a 1 in 1000-year return period can be derived as follow.

C(0) = C0,1000 * R/1.3 * f*g

Based on these parameters the ULS and SLS factors for the subsoils are:

Case Return Period Peak Ground Acceleration ULS 1/1000 0.13g SLS 1/25 0.025g

The superstructure ULS and SLS seismic factors to NZS1170.5 are:

C(T) = Ch(T) * Z * Ru * N(T,D) g

Case Return Period Seismic coefficient

ULS 1/500 0.19g SLS 1/25 0.04g


6.0 GEOLOGY

The Geotechnical map of the Kerikeri area by GNS Science published on the GNS website identifies the site as basalt flows of the Kerikeri volcanic group, and described as Basalt lava, volcanic plugs, and minor tuff.

The description is consistent with the underlying soils identified at the site and our visual inspections of the site and its surrounds. Boreholes carried out at the site to support the reclamation design found silty deposits intermixed with cobbles and boulders overlying hard basalt at relatively shallow depths.

Basalt flows


7.0 SITE INVESTIGATIONS

A detailed site investigation was completed in March 2021, the site investigation consisted of:

5 x Scala penetrometer tests were conducted from a boat, two at the location of the proposed boat ramp and boat ramp pontoons, three to the east of the boat ramp location. They generally encountered one metre of soft silty soils mixed with gravels and cobbles, overlaying firm to stiff silty gravels, a maximum depth of five metres embedment was achieved.

8.0 COMBINED GEOTECHNICAL RESULTS

The subsoils are made up of one geological unit that is fairly consistent across the site as below. The subsoils have discrete firmer layers and generally increase in strength with depth.

Unit 1: Silty Gravels

Unit 2: Basalt

Unit No

Soil Description Top of unit Layer Thickness range (m) Su (kPa)

1a Very Soft silty gravels 0m 0.8m 10 1b Firm to stiff silty gravels 0.8m 1.2m 50 1c Still to very stiff silty gravels 2.0m 0 to 1.5m 75 - 100 2 Basalt 2.0 to 3.5m NA NA


9.0 PILE INSTALLATION TECHNIQUES

The piles are expected to be installed by the following techniques; these are to be confirmed with the contractor chosen for the works.

Piles Pile Type Installation Technique Boat Ramp Pontoon Piles Open end steel piles Vibrating Hammer OR

Drop hammer

10.0 LIQUEFACTION AND SETTLEMENT RISK

Specific testing has not been carried out for liquefaction and settlement risk.

The site is underlain by basalt at reasonably shallow depths of 3.5 to 5 metres, therefore so long as the soft underlying soils are removed (as required) and the supporting piles are driven to depth to the firm basalt we believe the risk of settlement or liquefaction affecting the structures is very low, and that specific design to account for settlement and liquefaction is not required.

Removal of the soft soils under the boat ramp will likely be required, the soils can be replaced with a compacted gravel layer.


11.0 CONCLUSIONS

The site is low risk from a geotechnical perspective.

Removal of the soft soils under the boat ramp will likely be required, the soils can be replaced with a compacted gravel layer.

The boar ramp pontoon piles, driven to the hard layer are highly unlikely to be affected by settlement or liquefaction, even in an ULS event

The underlying soils are likely to undergo further densification in the zones around the piles due to the installation techniques, this will provide further vertical capacity, lateral capacity and liquefaction resistance not accounted for in the calculations.

Therefore the site is suitable for the proposed structures so long as the recommendations of this report are adhered to, and the construction works are monitored by a Chartered Professional Engineer proficient in marine structures.

Prepared By: Rob Brown

Chartered Professional Engineer Civil / Structural CPEng, CMEngNZ, IntPE(NZ)

APPENDIX A – PRELIMINARY SITE PLAN

N

This design and drawing is the copyright Shorewise Engineering Consultants and is not to be reproduced without written permission.

STATUSSHEET NO.PROJECT NO.

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00020-0072 FOR CONSENT

RANGITANE MARITIME DEVELOPMENT

1:2.5 ROCK LINED BATTERS

LEVEL +4.85m CD

1.4m CONCRETE FOOTPATH

16 No. 15x3.2m TRAILER PARKS

PLANTING

3 x PARALLEL TRAILER PARKS

1:8 RAMP

2.2 m HORIZONTAL CREST ON BATTER

RANGITANE LOOP ROAD

STEEPER BATTER TO ALLOW FOR JETTY

CONSENTED GANGWAY, PONTOON AND PILES (NOT PART OF THIS APPICATION)

22400

2000

4000

4000

40m

27400

1003

BOAT LOADING ZONES

DINGHY RACKS

EXISTING MHWS

MHWS

MLWS CD +0.4m

8 x 2.5m CAR PARKS

N

33900

1511

00

1584

00

CONSENTED TIMBER JETTY (NOT PART OF THIS APPLICATION)


PROJECT

SHEET DESCRIPTION

STATUS

SHEET NO. REVPROJECT NO.

CLIENT

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RECLAMATION AREA

00120-0072

FOR CONSENTRANGITANE MARITIME DEVELOPMENT

MW RB

0 ISSUED FOR CONSENT 23/04/20211 REISSUED FOR CONSENT 27/04/20212 RE-ISSUED FOR CONSENT 02/07/2021

1 : 750RECLAMATION AREA

APPROXIMATE AREAS AND VOLUMES:• TOTAL SEABED OCCUPATION AREA

INCLUDING ROCK ARMOURING: 7400 m2

• SEABED OCCUPATION AREAEXCLUDING ROCK ARMOURING: 6600 m2

• SEALED CARPARK AREA: 4400 m2

• BOAT RAMP AREA: 400 m2

• RECLAMATION FILL VOLUME: 20750m3

• ROCK ARMOURING VOLUME: 2250 m3

• TOTAL RECLAMATION VOLUME: 23000m3

22400

2000

4000

4000

40m

27400

N

33900

N 986534.037 mE 330728.913 m

N 986477.280 mE 330743.293 m

N 986380.240 mE 330677.262 m

N 986383.394 mE 330689.226 m

N 986407.939 mE 330694.293 mN 986406.472 m

E 330646.503 m

N 986401.429 mE 330664.149 m


PROJECT

SHEET DESCRIPTION

STATUS


CLIENT

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RECLAMATION AREA WITHCOORDINATES

001a20-0072


MW RB

0 ISSUED FOR CONSENT 22/07/2021

1 : 750RECLAMATION AREA - WITH COORDINATES

COORDINATES IN Mt. EDEN 2000

1:2.5 BATTERS

LEVEL +4.85m CDCARPARK ENTRANCE, 10m WIDE

1.4m CONCRETE FOOTPATH

16 No. 15x3.2m TRAILER PARKS

PLANTING

RAMP

2.2 m HORIZONTAL CREST ON BATTER

DINGHY RACKS

RANGITANE LOOP ROAD

1003

EXISTING MHWS

NEW MHWS

3 x PARALLEL TRAILER PARKS

BOAT LOADING ZONES

MLWS CD +0.4m

8 x 2.5m CAR PARKS

N

STEEPER BATTER TO ALLOW FOR JETTY

CONSENTED TIMBER JETTY (NOT PART OF THIS APPLICATION)

CONSENTED GANGWAY, PONTOON AND PILES (NOT PART OF THIS APPICATION)


PROJECT

SHEET DESCRIPTION

STATUS


CLIENT

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RECLAMATION - WITH OVERLAY

00220-0072


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1 : 750RECLAMATION AREA - WITH OVERLAY

EDGE OF SURVEYED AREAMHWS

PRO

PER

TY B

OU

ND

ARY

ROAD

APPROX. HOUSE No. 71 RANGITANE LOOP ROAD LOCATION

+7200 mm

+2400 mm

APPROX. HOUSE No. 71 RANGITANE LOOP ROAD LOCATION

EDGE OF SURVEYED AREA

RECLAMATION AREA

MHWS

PRO

PER

TY B

OU

ND

ARY

ROAD

+7200 mm +5200 mm

+4850 mm+5000 mm+5200 mm GRADIENT 1%2 x LAYERS 400mm ROCK

SHEAR KEY TOE5000

1000


PROJECT

SHEET DESCRIPTION

STATUS


CLIENT

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RECLAMATION SECTION VIEW

00320-0072


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1 : 250PRE-RECLAMATION SECTION

1 : 250RECLAMATION SECTION

N

M3489M1235

M1236

PORT CHANNEL MARKER(RED RAILWAY IRON)

STARBOARD CHANNEL MARKER(GREEN POLE)


PROJECT

SHEET DESCRIPTION

STATUS


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CHANNEL VIEW

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SCALE 1:3000

N

STORMWATER SWALE

OUTLET

STORMWATER CATCHPIT

STORMWATER SWALE

PEAK+5.0m

OVERLAND FLOW PATH

OVERLAND FLOW PATH

MHWS

OUTLET

OUTLET

+4.8m

+4.8m

+4.85m

+5.2m

OUTLET

OVERLAND FLOW PATH

+4.9m

STORMW

ATER SWALE


PROJECT

SHEET DESCRIPTION

STATUS


CLIENT

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STORMWATER FLOW PATHS

00520-0072


MW RB


1 : 500FLOW PATHS

+2400 mmMHWS

MLWS

+5500 mm

⌀406mm STEEL PILES WITH PE SLEEVES

6000

ABUTMENT

HARDFILL AS REQUIRED

300mm GAP 65

200mm CONCRETE RAMP

81

RAMP SLOPE

+4850 mm

+400 mm

40000

9500

900

4000 2000 4000

2.51

200mm CONCRETE RAMP 300mm GAP 65HARDFILL AS REQUIRED


PROJECT

SHEET DESCRIPTION

STATUS


CLIENT

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RAMP SECTIONS

00620-0072

FOR CONSENTRANGITANE LOOP RD RECLAMATION

MW RB


1 : 125RAMP LONGITUDINAL SECTION

1 : 50RAMP TRANSVERSE SECTION

APPENDIX B – SCALA PENETROMETER TEST RESULTS

‐4000

‐3500

‐3000

‐2500

‐2000

‐1500

‐1000

‐500

0

500

0 50 100 150 200 250

Depth Chart Datum (mm)

Rangitane Seabed Testing ‐ Shear Strength vs Depth

SL1

SL2

SL3

SL4

SL5

Indicative Shear strength (kPa)Indicative Shear strength (kPa)

0

500

1000

1500

2000

2500

3000

3500

4000

0 50 100 150 200 250

Seab

ed Embed

men

t (m

m)

Rangitane Seabed Testing ‐ Shear Strength vs Embedment

SL1

SL2

SL3

SL4

SL5

Indicative Shear strength (kPa)

‐4000

‐3500

‐3000

‐2500

‐2000

‐1500

‐1000

‐500

0

0 50 100 150 200 250

Dep

th Chart Datum (m

m)

Rangitane Boat Ramp Seabed Testing ‐ Shear Strength vs Depth

SL4

SL5


0

500

1000

1500

2000

2500

3000

3500

4000

0 50 100 150 200 250

Seabed

Embedment (m

m)

Rangitane Boat Ramp Seabed Testing ‐ Shear Strength vs Embedment

SL4

SL5


‐3500

‐3000

‐2500

‐2000

‐1500

‐1000

‐500

0

500

0 50 100 150 200 250

Depth Chart Datum (mm)

Rangitane Jetty Seabed Testing ‐ Shear Strength vs Depth

SL1

SL2

SL3


0

500

1000

1500

2000

2500

3000

3500

0 50 100 150 200 250

Seab

ed Embedmen

t (m

m)

Rangitane Jetty Seabed Testing ‐ Shear Strength vs Embedment

SL1

SL2

SL3


APPENDIX C – BOREHOLE RECORDS

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TCR

(%)

RQ

D(%

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DISCONTINUITIES

SAM

PLES

DESCRIPTION

WEA

THER

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STR

ENG

TH

DEPT

H

25 50 75 25 50 75

MET

HO

D

WAT

ER

GR

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ICMATERIAL DESCRIPTION(See Classification & Symbology sheet for details)UN

IT

UW

SW

MW

HW

CW

EW

VW W MS S VS

ES

ORIENTATION (°): Vertical INCLINATION (°): 90

DRILLHOLE LOG BH01

PROJECT:Far North Holdings Limited

HOLE NO.:

CLIENT:Rangitane Loop Road Development P-001042

Project Ref.:Rangitane Boat RampSITE LOCATION:

CO-ORDINATES:

DRILLER:

START DATE:END DATE:

ELEVATION:1691283.0mE, 6104620.0mN

Damian Spratt

0m 23/02/202123/02/2021

LOGGED BY: QSRIG: Portable Drill Rig

DS GeotechnicalCo-ordinate system: Datum:NZTMLocation method:GPSH

CDLevel method: SURVEY CONTOUR

CHECKED BY: MDH

INST

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SPT 'N'Vane shear

strength

CONTRACTOR:

REMARKS:

Checked By: MDH Page 1 of 2

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Allu

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Dep

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Kerik

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nic

Gro

up

1

2

3

4

5

80

HQ

TT

96DPT

100

HQ

TT

100

HQ

TT

58

HQ

TTS

PT

92

HQ

TT

70

HQ

TT

MW

SW

MS

S

23/0

2/20

21

2, 50 for 25mmN=50+

4.15m, 75° , JT , PL ,RG , N

5.00m, 2° , JT , PL ,RG , VN5.10m, 10° , JT , CRV, RG , N5.15m, 45° , JT , UN ,SM , N5.20m, 30° , JT , UN ,RG , VN5.30m, 2° , JT , ST ,RG , VN5.60m, 40° , JT , ST ,RG , N5.70m, 45° , JT , UN ,RG , T

5.9m

Surro

undi

ng g

roun

d co

llaps

e

Box

1, 0

.0-3

.1m

Box

2, 3

.1-5

.9m

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

Silty CLAY, with trace shells and sand; brown.Firm; high plasticity; wet.

1.0 m - 1.5 m: Push Tube

CLAY; light grey.Stiff; high plasticity; wet.

Clayey SILT, with trace sand; greyish brown.Stiff; high plasticity; wet.Clayey SILT, with some sand, with trace gravel; brown with grey mottles.Very stiff; low plasticity; wet.

Moderately weathered; grey; BASALT; moderately strong; (recovered as coarse gravel and cobbles).

Slightly weathered; grey; BASALT; strong; vesicularity (<5%, up to 5 mm), closely spaced joints..Slightly weathered; grey; BASALT; strong; (recovered as coarse gravel and cobbles).Slightly weathered; grey; BASALT; strong; vesicularity (<5%, up to 10 mm), closely spaced joints.

EOH: 5.90m

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JOB NO.: P-001042CORE PHOTOS HOLE NO.: BH01

Box 1, 0.0-3.1m

Box 2, 3.1-5.9m

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TCR

(%)

RQ

D(%

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DISCONTINUITIES

SAM

PLES

DESCRIPTION

WEA

THER

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STR

ENG

TH

DEPT

H

25 50 75 25 50 75

MET

HO

D

WAT

ER

GR

APH


IT

UW

SW

MW

HW

CW

EW

VW W MS S VS

ES


DRILLHOLE LOG BH02


HOLE NO.:



CO-ORDINATES:

DRILLER:


ELEVATION:1691312.0mE, 6104624.0mN

Damian Spratt

0m 24/02/202124/02/2021




CHECKED BY: MDH

INST

ALLA

TIO

N

CO

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RL

INSITU TESTING

SPT 'N'Vane shear

strength

CONTRACTOR:

REMARKS:


Hol

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Allu

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Dep

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Kerik

eri V

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Gro

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1

2

3

4

5

6

80

HQ

TT

100

DPT

100

HQ

TT

100

HQ

TT

100

HQ

TT11

SPT

100

HQ

TT

100

SPT

92

HQ

TT

5.55m: grades to closely spaced joints

SW S

24/0

2/20

21

2, 4 / 3, 3, 2, 2N=10

2, 3 / 50 for 55mmN=50+ for 55mm 5.50m, , CZ , ST , RG

, VN

5.80m, 40° , JT , UN ,RG , VN

6.10m, 30° , JT , UN ,RG , N6.20m, 25° , JT , UN ,RG , N6.30m, 45° , JT , UN ,RG , VN6.35m, 0° , JT , UN ,RG , N6.50m, 30° , JT , PL ,RG , N

6.6m

Surro

undi

ng g

roun

d co

llaps

e

Box

1, 0

.0-3

.4m

Box

2, 3

.4-6

.6m

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

Clayey SILT, with some shells, with trace sand; dark grey.Firm; high plasticity; wet.

Push Tube: 1.00 m - 1.50 m

Clayey SILT, with trace sand; brown with grey mottles.Stiff; high plasticity; wet.

Clayey SILT, with some sand, with trace gravel; orange brown with grey mottles.Very stiff; high plasticity; wet; gravel, basalt.

3.60 m - 4.00 m: No Recovery

Clayey SILT, with some sand, with trace gravel; orange brown with grey mottles.Very stiff; high plasticity; wet; gravel, basalt.

Slightly weathered; grey; BASALT; strong; vesicularity (<5%, upto 20 mm), very closely spaced joints.

EOH: 6.60m

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Box 1, 0.0-3.4m

Box 2, 3.4-6.6m

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TCR

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RQ

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DISCONTINUITIES

SAM

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DESCRIPTION

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TH

DEPT

H

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MET

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GR

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IT

UW

SW

MW

HW

CW

EW

VW W MS S VS

ES


DRILLHOLE LOG BH03


HOLE NO.:



CO-ORDINATES:

DRILLER:


ELEVATION:1691369.0mE, 6104688.0mN

Damian Spratt

0.25m 24/02/202124/02/2021




CHECKED BY: MDH

INST

ALLA

TIO

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CO

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INSITU TESTING

SPT 'N'Vane shear

strength

CONTRACTOR:

REMARKS:


Hol

ocen

e Es

tuar

ine/

Allu

vial

Dep

osits

Kerik

eri V

olca

nic

Gro

up

1

2

3

4

5

6

90

HQ

TT

100

DPT

100

HQ

TT

100

HQ

TT

100

SPT

85

HQ

TT

90

HQ

TTMW MS

24/0

2/20

21

2, 4 / 3, 3, 4, 6N=16

5.75m, 5° , JT , ST ,RG , N5.80m, 5° , JT , UN ,RG , N5.85m, 5° , JT , PL ,RG , N5.90m, 10° , JT , UN ,RG , VN6.05m, 5° , FZ , UN ,RG , VN6.25m, 5° , JT , UN ,RG , N6.50m, 0° , JT , PL ,RG , N

6.6m

Surro

undi

ng g

roun

d co

llaps

e

Box

1, 0

.0-3

.5m

Box

2, 3

.5-6

.6m

0.0

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

Clayey SILT, with some shells, with trace sand; grey.Firm; high plasticity; wet.

Clayey SILT, with trace sand and gravel; orange brown.Very stiff; wet.

Push Tube: 1.00 m - 1.50 m

Clayey SILT; grey.Hard; high plasticity; wet.Sandy SILT; yellowish brown.Very stiff; low plasticity; wet; sand, fine to coarse.Clayey SILT, with trace sand and gravel; brown.Stiff to very stiff; high plasticity; wet.

Moderately weathered; grey; BASALT; moderately strong; vesicularity (<5%, up to 10 mm), very closely to closely spaced joints.

EOH: 6.60m

Gen

erat

ed w

ith C

OR

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S by

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- 27/

04/2

021

1:43

:06

pm

Page 2 of 2


Box 1, 0.0-3.5m

Box 2, 3.5-6.6m

APPENDIX D – SITE PHOTOS

geotechnical report rangitane maritime development …

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