review of the 1995 wainui beach coastal hazard zone...key outputs of the review include this report...

REVIEW OF THE 1995 WAINUI BEACH COASTAL HAZARD ZONE

Report prepared for Gisborne District Council

NOVEMBER 2001 C.R. 2001/6

© Jeremy G Gibb 2009 All rights reserved. This work is entitled to the full protection given by the Copyright Act 1994 to the author. No part of this work covered by the author's copyright may be reproduced or copied in any form or by any means (graphic, electronic or mechanical, including photocopying, recording, recording taping, or information retrieval systems) without the written permission of the author. It is accepted that the client is able to copy any report in its entirety for internal purposes and distribution to its consultants.

Prepared for Gisborne District Council Review of the 1995 Wainui Beach Coastal Hazard Zone

Coastal Management Consultancy Ltd (CMCL) – C.R. 2001/6

DISCLAIMER

Coastal Management Consultancy Limited (the Service Provider) shall have no liability;

i. to any person other than the client to whom the Service Provider’s report is addressed; nor,

ii. in the event that the Service Provider’s report is used for any purpose other than the specific purpose stated in the report.



EXECUTIVE SUMMARY

On 23 March 2001, Coastal Management Consultancy Ltd (CMCL) were commissioned by Gisborne District Council (GDC) to review the 1995 Wainui Beach Coastal Hazard Zone (CHZ) assessed previously by CMCL. The 1995 CHZ covers 6.2km of coastline between Tuaheni and Makorori Points of which 4.2km includes Wainui Beach, an internationally renowned board riding area.

The review is based on; new precise survey information of the coastal hinterland and seabed collected in 1999 and 2000; the latest advances in science including forecasts on climate change effects, sea-level rise (SLR) and tsunami, published in 2000 and 2001; knowledge of Wainui Beach of Dr Gibb developed from 1973 to 2001, and a parametric Geographic Information Systems (GIS) computer model developed in 1996 for assessing erosion risk on sandy coasts. For internal consistency, the same empirical methods and Risk Zonation framework used in 1995 were adopted for this review to assess the 2001 Wainui Beach CHZ. Key outputs of the review include this report which underpins precise colour coded GIS Coastal Hazard Maps housed on GDC’s GIS that can show Risk Zones at a scale of one or many properties.

The identified and quantified natural coastal hazards include:

Erosion: Since 1942 Wainui Beach has retreated very slowly at –0.15m/year and Tuaheni and Makorori Points at –0.25m/year. The long-term trend of retreat is punctuated from time to time by maximum short-term shoreline fluctuations and storm cuts of 10-30m.

Landslip: The coastal slopes of Tuaheni and Makorori Points are extremely susceptible to continuous slope failures exacerbated by erosion, ground saturation, and vibrations from earthquakes and heavy breaking surf, the most recent failure occurring in September 2001.

Flooding: Wave runup from both tsunami (TWRU) and storm waves (SWRU) temporarily floods land below the level of TWRU and SWRU. There is a close correlation between offshore swell heights and SWRU with 7-9m Southeast swells likely to produce 7-8m SWRU elevations during a major storm. The 10m-high March 1947 tsunami was locally generated 10-30 nautical miles offshore. Although the source area is known to be geologically active, the potential frequency of large tsunami events is presently unknown.

All the coastal hazards are irreversible with erosion likely to increase this century as a result of a forecast SLR of 0.3-0.5m above 1990 sea-levels by 2100, retreat of the supporting headlands of Tuaheni and Makorori Points at -0.25m/year, net loss of dune sand at 5000-6000m3/year, and downcutting of wave cut Tertiary sandstone-siltstone shore platforms at 1-3mm/year.

The 2001 Wainui Beach CHZ assessed in this review encompasses a Coastal Erosion Hazard Zone (CEHZ), Coastal Landslip Hazard Zone (CLHZ) and Coastal Flood Hazard zone (CFHZ). The CEHZ is confined to the 4.2km-long Wainui Beach, ranging in width from 35 to 83m, generally averaging 53m. The CLHZ is confined to both Tuaheni and Makorori Points ranging in width from about 70 to 450m. The CFHZ is confined to the Wainui Beach hinterland and is defined by the 8m contour above Mean Sea Level (MSL) for SWRU, and 11m contour for TWRU. Although there is relatively more certainty about the probability of occurrence of SWRU the frequency of TWRU of the order of the 1947 event is unknown.

RECOMMENDATIONS



It is recommended that Gisborne District Council, after due consideration of this report and accompanying Coastal Hazard Maps:

i. ADOPT the 2001 Wainui Beach Coastal Hazard Zone between Tuaheni Point and Makorori Point for the purposes of controlling coastal subdivision, use and development and alerting the public of the risks to coastal property from the identified natural coastal hazards of marine erosion and flooding, and coastal landslip.

ii. INCORPORATE the 2001 Wainui Beach Coastal Hazard Zone into Council’s Proposed Regional Coastal Environment Plan and Proposed Gisborne District combined Regional Land and District Plan to replace the 1995 Wainui Beach Coastal Hazard Zone.

iii. PROVIDE for public seminars and open days at Wainui and Okitu to disseminate both the findings of this study and Council’s decisions with respect to managing subdivision, use, and development within the 2001 Wainui Beach Coastal Hazard Zone.

iv. MONITOR and quantify the identified coastal hazards of marine erosion and flooding, and coastal landslip, to the extent that the data collected by Council can be utilised from time to time to review the 2001 Wainui Beach Coastal Hazard Zone.

v. REVIEW the 2001 Wainui Beach Coastal Hazard Zone using similar methods either once every 10 years, OR after occurrence of significant hazardous events such as large storms, tsunami, or large earthquakes, OR after significant changes in global climate change forecasts including potential sea-level rise, by the Intergovernmental Panel on Climate Change.



TABLE OF CONTENTS

PART I - BACKGROUND 1. INTRODUCTION........................................................................................................................2

1.1. WAINUI BEACH...................................................................................................................... 3 2. METHODS..................................................................................................................................4

2.1. GIS COMPUTER MODEL ..................................................................................................... 4 2.2. GIS MODEL PARAMETERS................................................................................................. 5 2.3. RUNNING THE GIS MODEL................................................................................................. 9

PART II - GEOLOGIC PROCESSES 3. GEOLOGY................................................................................................................................12

3.1. TECTONIC UPLIFT RATES ................................................................................................ 14 3.2. THE SEABED ....................................................................................................................... 16 3.3. SEDIMENTS ......................................................................................................................... 18

3.3.1. BEACH AND FOREDUNE........................................................................................... 18 3.3.2. NEARSHORE SEDIMENTS........................................................................................ 19 3.3.3. HEADLANDS ................................................................................................................ 20 3.3.4. SOURCES OF BEACH SAND..................................................................................... 21

3.4. POSTGLACIAL EVOLUTION.............................................................................................. 22 3.5. SUMMARY............................................................................................................................ 24

4. COASTAL DYNAMICS ...........................................................................................................25 4.1. EROSION PROCESSES..................................................................................................... 25 4.2. SIGNIFICANT WAVE STORMS.......................................................................................... 28

4.2.1. THE 1992 WINTER STORMS..................................................................................... 31 4.3. LONG-TERM SHORELINE TRENDS................................................................................. 31

4.3.1. HEADLAND RETREAT................................................................................................ 33 4.3.2. COASTAL LANDSLIP .................................................................................................. 34 4.3.3. WAINUI BEACH............................................................................................................ 34

4.4. SHORT-TERM SHORELINE FLUCTUATIONS AND STORM CUTS.............................. 36 4.5. SHORE PLATFORM EROSION RATES............................................................................ 36 4.6. SEA FLOODING...................................................................................................................37

4.6.1. HISTORIC SEA-LEVEL RISE...................................................................................... 37 4.6.2. FORECAST SLR AND CLIMATE CHANGE .............................................................. 38 4.6.3. STORM WAVE RUNUP (SWRU)................................................................................ 39 4.6.4. TSUNAMI WAVE RUNUP (TWRU)............................................................................. 40

4.7. WAINUI SAND BUDGET ..................................................................................................... 41 4.7.1. BEACH CYCLES.......................................................................................................... 42

4.8. SUMMARY............................................................................................................................ 43

PART III - CHZ REVIEW 5. NATURAL COASTAL HAZARDS..........................................................................................45 6. 2001 WAINUI BEACH CHZ ....................................................................................................45

6.1. CEHZ ASSESSMENT.......................................................................................................... 45 6.2. CLHZ ASSESSMENT .......................................................................................................... 47 6.3. RISK ZONATION..................................................................................................................48 6.4. CFHZ ASSESSMENT .......................................................................................................... 49

7. DISCUSSION ...........................................................................................................................50 8. CONCLUSIONS.......................................................................................................................52 9. RECOMMENDATIONS ...........................................................................................................52 10. ACKNOWLEDGEMENTS.......................................................................................................53 11. REFERENCES.........................................................................................................................53



LIST OF APPENDICES: APPENDIX I: Tables 1-4: Geologic Data (from Appendix II, Gibb 1998). APPENDIX II: Table 1: Erosion Accretion Rates. APPENDIX III: 2001 Wainui Beach CHZ: Five GIS Maps at 1:5000 Scale produced by GDC.

FIGURE CAPITIONS

• Figure 1: Location of Wainui Beach. (Adopted from Gibb 1998, fig.1).............3

• Figure 2: Diagram showing the response of the beach and nearshore zone to rising sea-level, where: V = volume; a = Sea-Level Rise; X = amount of duneline retreat; h = height of dunecrest; d = depth of closure; l = distance to closure depth from dunecrest (from Gibb & Aburn 1986, fig.11). .............................................................................................................................7

• Figure 3: Conceptual diagram illustrating the volume calculation method used in the computer model to calculate the Extreme Risk Erosion Zone..............................................................................................................................10

• Figure 4: Conceptual diagram illustrating the volume calculation method used in the computer model to calculate the High and Moderate Risk Erosion Zones, taking into account potential erosion from sea-level rise (Bruun Rule) coupled with long-term erosion trends. 10

• Figure 5: Conceptual diagram illustrating the Risk and Safety Buffer Zones which comprise the Coastal Erosion Hazard Zone on a coast with a past history of either erosion or dynamic equilibrium. A coast with a past history of significant accretion will have just the EREZ and SBZ. 11

• Figure 6: Stratigraphic sections from the Wainui Beach – Sponge Bay area and calibrated 14C age ranges for dated sea-level markers. Sites A to F are shown on Figure 8. (Adopted from Gibb 1998, fig.4). .................................13

• Figure 7: Indicative bathymetry in metres below MSL interpreted in 1993 by JG Gibb and RD Rice from sounding surveys made by HMNZS “Lachlan” 1956-1957, and DoC vessel “Tu Tuau” April-May 1993 (Adopted from Gibb 1998, fig.5). 17

• Figure 8: Evolution of Wainui Beach over the last 13,500 years displayed by inferred shoreline positions. (Adopted from Gibb 1998, fig.9). 23

• Figure 9: Typical rhythmic beach topography and nearshore circulation at Wainui Beach observed on 19-21 March 1973 resulting in differential erosion at the head of rip current troughs (Adopted from Gibb 1998, fig.12). 26

• Figure 10: Maximum sweep zones and coastal erosion or accretion at 3 representative beach profiles along Wainui Beach surveyed by ECCB and GDC between 1973 and 1992 (Adopted from Gibb 1998, fig.13). .......28

• Figure 11: Sites of significant short-term erosion between 1955 and 1992 during severe onshore storms. Although similar storm damage has occurred before 1955 no precise data are available (Adopted from Gibb 1998, fig.14). 30

• Figure 12: Net rates of coastal erosion (-) and accretion for 31 sites between Tuaheni Point and Makorori Point, derived from Appendix II, for the period 1942-1999...................................................................................................32

• Figure 13: Diagram compiled from photographs taken from the same position in 1920 and 1993, showing changes to Tuaheni Point from erosion, relative to the lighthouse over the last 73 years (Adopted from Gibb 1998, fig.10). 34

• Figure 14: Oblique aerial photograph taken 19 September 2001 of a landslide near houses at Tuahine Crescent that occurred a few days earlier (Photo courtesy of David Peacock, GDC). .....................................................35

• Figure 15: IPCC-2001 projections of global SLR with respect to the historic Auckland trend since 1899. The “most likely” range of SLR contrasts with the least likely estimates shown as light coloured zones (Adopted from Bell et al. 2001, fig.10). 39



TABLE CAPTIONS

• Table 1: Sediment Sampling Stations off Wainui Beach collected by DML on 18 April 2000 by weighted dredge from a 5m Stabicraft boat. Depths are accurate to 0.09m and station positions to 2.0m. MSL Datum used was East Coast Catchment Board Datum. Position coordinates are in terms of Poverty Bay Local Circuit. Sediment type based on both field and laboratory analyses. 8

• Table 2: Rates of tectonic uplift calculated for: (A) Wainui Valley near the 2ZG Radio Mast; (B) Wainui Beach south of Hamanatua Stream; (C) Wainui Beach north of the stream; and (D) Sponge Bay. Eustatic sea-levels listed are from sea-level curves for the New Zealand region by Carter et al. (1986) and Gibb (1986) for the radiocarbon dated shorelines listed in Table 1 (Appendix II). (Adopted from Gibb 1998, table 2, appendix II). * ka = thousands of years. .............................................................................................14

• Table 3: Percentages of Wentworth size classes for sediment samples from Wainui Beach (WB) Makorori Beach (MB) and Tuaheni and Makorori (WB) and Tatapouri (MB) sandstone strata. (Adopted from Gibb 1998, tables 4 & 5, appendix II). 18

• Table 4: Percentages of Wentworth size classes by volume for nearshore sediments off Wainui Beach, with cumulative percentages of both Wainui Beach type and offshore type sediments. Sediment analyses performed by Department of Earth Sciences, University of Waikato, May 2000, using a Laser Diffraction Particle Sizer. ...........................................................20

• Table 5: Average rates of coastal erosion (-) or accretion in metres per year (m/year) for the 6.2km-long Wainui Beach, derived from Appendix II.....................................................................................................................................32

• Table 6: Comparison of 1995 and 2001 CEHZ widths at GDC Beach Profile sites 1 to 14 along Wainui Beach. 1995 data from Gibb (1995, table 7). Bruun Rule was used to calculate X = erosion from SLR; R = long-term erosion rate; S + D = Maximum short-term duneline fluctuation or storm cut; F = Safety Factor; T = Planning horizon of 100 years; CEHZ = [(X+R)T+S+D]F. 51



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REVIEW OF THE 1995 WAINUI BEACH COASTAL HAZARD ZONE

by Jeremy G Gibb, PhD, BSc (Hons), TIPENZ

Director Coastal Management Consultancy Limited, Tauranga, New Zealand

PART I - BACKGROUND

1. INTRODUCTION

On 23 March 2001, Coastal Management Consultancy Limited (CMCL) were commissioned by Gisborne District Council (GDC) to review the Coastal Hazard Zone (CHZ) for Wainui Beach (1995 Wainui Beach CHZ), assessed by Dr JG Gibb (Director, CMCL) in 1995 for GDC. The recommendations of the 1995 study (Gibb 1995, p.46) were received, considered, adopted and implemented by GDC. After a process of extensive public consultation, the 1995 Wainui Beach CHZ was incorporated into GDC’s Proposed Regional Coastal Environment Plan and the Proposed Combined Regional Land and District Plan.

Recommendation (viii) of the 1995 study (Gibb 1995 p.47) stated that GDC should: “Reassess the Coastal Hazard Zones every 10 years using the same factors used in this assessment, OR after the occurrence of significant natural phenomena (e.g. large storms, tsunami, earthquakes, etc.), OR after significant new information becomes available (e.g. Climate Change and sea-level rise, monitoring programme), OR after significant failure of the property protection works at southern Wainui Beach and northern Waikanae Beach.”

In the 6 years that have elapsed since the 1995 Wainui Beach CHZ was assessed a number of important changes have occurred to justify GDC undertaking this review. First, CMCL have developed a parametric Geographic Information System (GIS) computer model that precisely calculates the extent and location of Coastal Erosion Risk Zones from a number of parameters. Second, very accurate survey data are now available to quantify actual and potential erosion hazard along Wainui Beach. Third, in 2001 the Intergovernmental Panel on Climate Change published a revision of their 1990 and 1995 forecasts for Climate Change and associated global sea-level rise from an enhanced Greenhouse Effect. Taken together, these factors are likely to revise the extent and location of the Risk Zones assessed for the 1995 Wainui Beach CHZ.

In this report, the methods adopted for the review are described including the GIS computer model and parameters used in the model. The parameters are derived both from field investigations and research into both the geology, coastal dynamics and geologic hazards along Wainui Beach and are quantified from either new data where such data exists, or from existing data used to assess the 1995 Wainui Beach CHZ, where no new data exists. The report is accompanied by GIS maps of the revised CHZ for Wainui Beach which has been incorporated into GDC’s GIS. The report concludes with recommendations for consideration by Council. The revised CHZ is here defined as the 2001 Wainui Beach CHZ.



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1.1. WAINUI BEACH

Wainui Beach lies about 4km due east of Gisborne City on the East Coast of the North Island. The 4.2km-long open exposed beach faces Southeast and is slung between Tuaheni Point to the South and Makorori Point to the North over a total distance of about 6.2km. Hamanatua Stream separates the intensely developed 2.1km-long beachfront residential development to the South from the 2.1km-long public reserve (Lysnar Domain) to the North (Figure 1) where development is located on the landward side of State Highway 35.

• Figure 1: Location of Wainui Beach. (Adopted from Gibb 1998, fig.1).



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The residential area of Wainui Beach became established about 1912 with a few beachfront cottages along the seaward side of State Highway 35. Between the two World Wars, subdivisions were made at the southern end of the beach from Tuahine Crescent to a point opposite where the primary school is now located on Wairere Road (Figure 1). After World War II, subdivision spread Northwards to Hamanatua Stream. During this period, the character of the settlement changed from a holiday resort to a substantial residential area with many of the original small baches being replaced by superior modern homes. Today, Southern Wainui Beach has 235 sections of which 106 adjoin the beach over a distance of 2.1km (Gibb and Jones 1977).

2. METHODS

Unlike the assessment for the 1995 Wainui Beach CHZ, most of the 2001 Wainui Beach CHZ was defined in this study with a standardised GIS computer model housed and used by Dr JG Gibb since 1996 at Tauranga District Council. For both the undeveloped, landslip prone Tuaheni and Makorori Headlands the same techniques adopted in 1995 were used in this study as the computer model is limited only to erosion of sand dunes.

2.1. GIS COMPUTER MODEL

The GIS computer model was conceived, developed and standardised by Dr Gibb for erosion hazard for the open-exposed sand shores of Tauranga District (Gibb 1996a) and has since been applied to Gisborne District (Gibb 1998b), and various coastal areas in Whangarei District (Gibb 1999). The initial development and testing of the model was carried out by Dr Gibb with GIS analysts with Tauranga District Council (TDC). Final development, standardising and application of the model was carried out by GIS Consultants with the Geographic Technologies Unit, Auckland UniServices Ltd., with Dr Gibb. More recently, the model has been modified by Tonkin & Taylor Ltd, Auckland. The essential features of the GIS model include:

i. Risk Zonation. The model generates Extreme, High and Moderate Risk Erosion Zones and Safety Buffer Zone which, in total, contribute to a Coastal Erosion Hazard Zone (CEHZ).

ii. Consistency. A standardised model means that the same parameters are used to assess Coastal Hazard Risk Zones (CHRZ) for all parts of a Local Authority’s coast, providing internally consistent outputs.

iii. Sensitivity. The model is sensitive and responsive to natural variability in the various parameters along the coast such as land and seabed topography, duneline fluctuations and long-term shoreline trends. In this sense, it is very responsive to alongshore variations in the physical natural character.

iv. Flexibility. The model allows for individual parameters to be revised upon acquisition of new information. Such information could arise from coastal monitoring programmes, new scientific research, changes in forecasts of climatic effects from an enhanced Greenhouse Effect, or from the effects of coastal management schemes and the application of hard and soft engineering solutions.



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v. User Friendly. Council staff processing applications for either coastal subdivisions or building permits are able to retrieve CHRZs at the scale of one or many properties on computer terminals on a fully rectified orthophoto or contour map base incorporating the Digital Cadastral Database (DCDB) showing property, reserve and other boundaries. Existing and intending property owners should be able to obtain hard copies at appropriate scales at the front counter of the Local authority.

vi. Policy Framework. The Coastal Hazard Risk Zones graduated from Extreme to Moderate provide a framework for Councils to develop and apply appropriate policies to control human activities within the Risk Zones. By displaying the Risk Zones generally on planning maps in District Plans and specifically on Council’s GIS the landowners and public are forewarned about the presence of the identified natural coastal hazards.

2.2. GIS MODEL PARAMETERS

The following parameters were used in the GIS computer model for Wainui Beach to generate the 2001 Wainui Beach CHZ. They were derived from existing reliable information and from intermittent fieldwork between April 1999 and September 2001. Knowledge of the geology and coastal processes is essential for quantifying the various physical parameters used for CHZ assessment.

i. Digital Terrain Model. A Digital Terrain Model (DTM) was generated by Air Logistics (NZ) Ltd in 2000 from fully controlled Aerial Surveys flown by Aerial Surveys (Nelson) of Wainui Beach on 22 April 1999 (Aerial Survey SN12596B). Based on the DTM, contours of the coast were generated by Air Logistics, for Wainui Beach with respect to Mean Sea Level (MSL) Gisborne Provisional Datum 1926. The contours have a positional and vertical height accuracy of better than one decimetre and provide information on the shape, height and volume of the foredune complex for hazard assessment. The contours produced by the DTM are at 0.5m intervals for Wainui Beach.

ii. Duneline and Crestline. The seaward toe of the foredune complex (duneline) and seaward crest (crestline) were identified and positioned on the DTM by Dr Gibb. Using 3-Dimensional computer images of the coast at Air Logistics both the duneline and crestline were identified to an accuracy of ±0.5m from the 1999 Aerial Surveys. These lines were then digitally captured by air Logistics for inclusion in the GIS model. The duneline is the representative shoreline used for CEHZ assessments along sandy coasts.

iii. Profiles. Parallel profiles at 4m intervals were constructed with the GIS model perpendicular to a baseline approximating and seaward of the curvature of the shore. The profiles have a seaward and landward limit. The seaward limit was the April 1999 duneline, which was the start point for all model calculations along each profile. The landward limit was set at 250m inland from the duneline to fully accommodate the CEHZ which was calculated along each of the 4m-spaced profiles.

iv. Long-Term Shoreline Trend. Controlled vertical aerial surveys over the last 57 years (1942-1999) provide the most reliable database to determine long-term historic shoreline trends. The long-term trend of either erosion or accretion was determined on the GIS model at TDC by comparing the 1942 duneline position with



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that of the most recent reliable survey of the duneline. Rates of erosion or accretion in metres per year were calculated by the model by dividing the precise horizontal distance between surveys by the relevant survey period along the 4m-parallel profiles.

The 1942 duneline position was compared along most of Wainui Beach with the 1999 duneline position to quantify the long-term trend. The exception was the stretch of beach between Wainui Stream and Hamanatua Stream where the 1942 duneline was compared with the 1982 duneline position. For this area, the 1982 duneline provided a more accurate measure of the long-term trend of erosion of the ancient main foredune upon which development has taken place. Since 1982, a temporary incipient foredune has grown at the base of the main foredune. To use the 1999 duneline position in this area would create an erroneous trend of significant long-term advance based almost entirely on a short-term duneline fluctuation.

The earliest, most reliable survey of the duneline adopted in this study was Aerial Survey SN225 flown on 22 October 1942. The period 1942-1999 provides a survey period of 57 years, which is adequate to determine the long-term shoreline trend along Wainui Beach. The 1942, 1982 and 1999 dunelines were identified by Dr Gibb using 3-Dimensional computer images of the coast at Air Logistics. The 1942 and 1982 dunelines were positioned on the DTM to an accuracy of ±1-2.0m so that they could be accurately compared with the 1999 duneline position which was positioned to an accuracy of ±0.5m.

Air Logistics Ltd., have also prepared coloured Aerial Plans (AP-1086) from the 1999 Aerial Survey at 1:2000 Scale. Five sheets cover Wainui Beach between Tuaheni and Makorori Points which show clifflines (base of seacliff) along both Tuaheni and Makorori Points and dunelines along Wainui Beach from aerial surveys made in 1942, 1965, 1982 and 1999. In Appendix I, rates are calculated for 31 sites at approximately every 200m between the 2 Points.

v. Short-Term Duneline Fluctuations. The maximum extent of short-term duneline fluctuations was determined from the combination of geologic and anecdotal evidence, field measurements from repetitive survey profiles at 14 sites and historic duneline positions recorded by Aerial Surveys flown on 22 October 1942, 23 September 1965, 14 November 1982 and 22 April 1999. From this evidence the average maximum volume of sand in cubic metres involved in such fluctuations was measured precisely by Dr Gibb on the GIS at TDC for selected areas along Wainui Beach. Where sand volumes varied along the coast, volumes were linearly interpolated by the GIS model along each of the 4m-spaced profiles generated by the model between known volumes.

vi. Dune Scarp Stability Angle. The average eventual stable angle of the dune scarp cut into the dunes at Wainui Beach was measured directly from profile data of the foredune complex held by GDC (Gibb 1995a, 1996a) and entered into the GIS model. Along Southern Wainui Beach, the complex geology results in localised steepening of the seaward face of the foredune over and above the natural angle of repose (AOR) of dry, loose, medium to fine sand of 330.

vii. Erosion from Sea-Level Rise (SLR). The well-established and widely accepted “Bruun Rule” (Bruun 1962; 1983) was incorporated into the GIS model to assess



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the potential effects of SLR. The parameters required to use the “Bruun Rule” are shown in Figure 2. The “Bruun Rule” states that: “for a shoreline profile in equilibrium, as sea-level rises, beach erosion takes place in order to provide sediments to the nearshore so that the nearshore seabed can be elevated in direct proportion to the rise in sea-level” (Bruun 1962). The horizontal distance between the crestline and closure depth (l) with respect to MSL Datum was calculated along the coast by the model from the closure depth and crestline height of the foredune already included in the model (Figure 2).

• Figure 2: Diagram showing the response of the beach and nearshore zone to rising sea-level, where: V = volume; a = Sea-Level Rise; X = amount of duneline retreat; h = height of dunecrest; d = depth of

closure; l = distance to closure depth from dunecrest (from Gibb & Aburn 1986, fig.11).

viii. Closure Depth. The depth of closure is commonly defined as the “minimum water depth at which no measurable or significant change in bottom depth occurs” (Gorman et al. 1998). Closure depth is related to energy factors at various coastal sites and “moves depending on waves and other hydrodynamic forces”. Therefore, the active portion of the shoreface equilibrium profile adjacent to the beach can be expected to vary in width throughout the year depending on wave conditions (Gorman et al. 1998).

In effect, closure depth is a “time-dependent quantity that may be predicted based on wave climatology or may be interpreted statistically using repeat profile surveys” (Gorman et al. 1998). For Wainui Beach there are insufficient repeat profile surveys and data on wave climatology is grossly inadequate. In view of this, closure depth was identified in this study from the combination of both precision hydrographic surveys of the nearshore seabed and sampling and analysis of seabed sediments in April-May 2000. The tentative findings were compared with previous work on closure depth identification in similar coastal environments at Wainui Beach specifically (Gibb 1995) and in New Zealand generally (Dell et al. 1985; Gibb &



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Aburn 1986; Hume & Hicks 1993; Healy 1993; Gibb 1987, 1995a, 1996a, 1996b, 1998b; Gibb & Reinen-Hamill 1997; Dr DM Hicks, NIWA, pers. comm. 1999).

The hydrographic surveys were conducted by Discovery Marine Ltd (DML) using a 5m Stabicraft fitted out with an array of sophisticated survey equipment. Profile lines were surveyed off Wainui Beach on 14-19 April 2000. All soundings were reduced to Mean Sea-Level (MSL) East Coast Catchment Board Datum which averages about 0.05m below the commonly used Gisborne Provisional Datum 1926 (DML 2000). The maximum combined error for soundings was 0.087m at –5m depth and 0.094m at –10m depth. Sediment samples were collected during the hydrographic surveys and sampling stations are described in Table 1. The closure depth was digitally captured by Air Logistics Ltd for inclusion in the GIS model from precision bathymetry supplied by DML.

• Table 1: Sediment Sampling Stations off Wainui Beach collected by DML on 18 April 2000 by weighted dredge from a 5m Stabicraft boat. Depths are accurate to 0.09m and station positions to 2.0m. MSL Datum used was East Coast Catchment Board Datum. Position coordinates are in terms of Poverty Bay Local Circuit. Sediment type based on both field and laboratory analyses.

STATIONS POSITION DEPTH FIELD DESCRIPTION Northing Easting (MSL)

Profile 8A 1 692425 318252 -21.3 Very Fine Muddy Sand 2 692661 318002 -18.9 Fine to Very Fine Muddy Sand 3 692793 317856 -16.8 Very Fine Muddy Sand 4 692918 317699 -14.9 Very Fine to Fine Shelly Sand 5 693072 317455 -12.2 Very Fine to Fine Shelly Sand 6 693198 317366 -11.2 Medium to Fine Shelly Sand 7 693305 317208 -9.0 Fine to Medium Shelly Sand 8 693373 317104 -6.2 Medium to Coarse Shelly Sand 9 693422 317063 -4.8 Coarse to Medium Shelly Sand

Profile 4 1 692284 316478 -4.0 Coarse Shelly Sand 2 692218 316668 -7.3 Rock 3 692202 316798 -8.5 Rock 4 692176 316947 -10.6 Medium to Coarse Shelly Sand 5 692136 317152 -13.8 Rock 6 692057 317301 -15.4 Rock

Profile 12 1 694383 317998 -3.4 Medium to Coarse Shelly Sand 2 694277 318099 -7.8 Fine to Medium Shelly Sand 3 694151 318204 -10.7 Very Fine to Fine Muddy Sand 4 694015 318289 -12.1 Fine Sandy Mud 5 693857 318399 -13.7 Fine Muddy Shelly Sand

Profile 7 1 692900 316685 -4.6 Coarse Shelly Sand 2 692849 316877 -7.1 Medium Shelly Sand 3 692672 317105 -10.5 Fine to Medium Sand 4 692565 317282 -13.7 Rock/Sponge/Fine Muddy Shelly Sand

Profile 10A 1 693415 317925 -13.9 Very Fine to Fine Sand 2 693600 317745 -12.0 Very Fine to Fine Sand 3 693763 317567 -8.3 Fine to Medium Shelly Sand 4 693858 317468 -5.0 Medium to Coarse Shelly Sand



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The values for SLR (a) adopted for the model were based on the current average “most likely” projections by the IPCC (2001) for the years 2050 and 2100 less historic SLR for Northern New Zealand. The Bruun Rule (Figure 2) can only be applied to sand coasts and not to cliffed coasts. It is 2-dimensional and does not allow for sedimentation processes that occur independently of long-term SLR. This deficiency is overcome in the GIS computer model by incorporating the historic long-term shoreline trend that has occurred from a number of influences including historic SLR. The long-term trend is a good indicator as to whether the beach-nearshore profile is advancing in the long-term from a positive sediment budget or retreating from a negative budget.

ix. Factor of Safety. A factor of Safety was incorporated into the GIS model to make provision for uncertainties in the model parameters. Potentially, the Safety Factor can range from 1 (no uncertainty) to 2 (large uncertainty). Values commonly adopted by Dr Gibb and others in the past have ranged from the following:

1.2 Very Low uncertainty 1.3 Low uncertainty 1.4 Moderate uncertainty 1.5 High uncertainty 1.6 Very High uncertainty

Initially, the model applied the Safety Factor over all the parameters. Recent modifications to the model have restricted the application of the Safety Factor to the short-term duneline fluctuation volume.

2.3. RUNNING THE GIS MODEL

The model is run on the Arc/Info GIS and aims to plot firstly; the maximum potential volume of foredune involved in short-term duneline fluctuations; secondly, long-term duneline retreat (if any) from historical processes; and thirdly, duneline retreat (if any) from a projected sea-level rise over planning horizons to 2050 and 2100. These three scenarios are described as Extreme Risk Erosion Zone, High Risk Erosion Zone (2050) and Moderate Risk Erosion Zone (2100), respectively. In addition, there is an added Safety Buffer Zone which allows for uncertainties in the various parameters used in the model.

The initial start volume (Figure 3) is calculated by assessing the height of the duneline above MSL by querying the DTM and projecting a line back seaward at the dune scarp stability angle. The GIS then moves at 1m increments inland along the profile line at parallel lines to the dune scarp stability angle and calculates the area indicated by V1, etc., in Figure 3.

To accurately define the landward location of where the volume is finally reached, the model changes from 1m intervals to 0.25m intervals for the area calculations as the target volume for the Extreme Risk Erosion Zone is approached. The final position of the Extreme Risk Erosion Zone (on each profile line) is retained by the GIS and the next profile line is then processed in the same way. The model ends up with a point on each of the 4m-spaced profile lines which, is joined with all the others to create a line along the coast representing the Extreme Risk Erosion Zone with respect to the reference shoreline position.



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• Figure 3: Conceptual diagram illustrating the volume calculation method used in the computer model to calculate the Extreme Risk Erosion Zone.

The High and Moderate Risk Erosion Zones are calculated in a similar way but a new starting point (inland of the current duneline) is calculated (Figure 4) using the Bruun Rule (Figure 2). The new starting point is the estimated location of the duneline after the combination of a period of net SLR over an above historic SLR, plus any projected historical long-term erosion or accretion trends. That is, it takes the current duneline and moves it inland by a distance calculated with the Bruun Rule coupled with the long-term erosion trend. The model is run twice using the Bruun Rule for planning horizons up to 2050 and 2100 to determine High and Moderate Risk Erosion Zones, respectively (Figure 5).

• Figure 4: Conceptual diagram illustrating the volume calculation method used in the computer model to calculate the High and Moderate Risk Erosion Zones, taking into account potential erosion from sea-level rise

(Bruun Rule) coupled with long-term erosion trends.



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If potential erosion from sea-level rise is negated by the natural long-term rates of accretion, then the Bruun Rule value is set to zero and in the model, the duneline will stay where it is. Thus, it is possible in an area of accreting coast to have an Extreme Risk Erosion Zone and one (or none) of the zones of High or Moderate Risk.

Once the three Risk Zones have been determined, a fourth zone, the Safety Buffer Zone, is calculated (Figure 5). This zone is expressed on a scale from 1.0 (no uncertainty) to 2.0 (large uncertainty) of the total Extreme Risk Erosion Zone width in the GIS model (Figure 5). For previous CHZ assessments the writer has adopted uncertainty values ranging from 1.2 (20%) (Gibb 1998c), to 1.6 (60%) (Gibb 1999a) to determine Safety Buffer Zone widths.

• Figure 5: Conceptual diagram illustrating the Risk and Safety Buffer Zones which comprise the Coastal Erosion Hazard Zone on a coast with a past history of either erosion or dynamic equilibrium. A coast with a past history of

significant accretion will have just the EREZ and SBZ.



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PART II – GEOLOGICAL PROCESSES

Rocks are the pages of the book of earth’s history. The fundamental principle involved in reading their meanings was first enunciated by the eminent geologist Hutton in 1785, when he declared that "the present is the key to the past", meaning that "the past history of our globe must be explained by what can be seen to be happening now" (Holmes 1964). Hutton's famous statement may also be interpreted to mean, 'the past is the key to the present'. In this review, the stratigraphy and dynamic coastal processes have been interpreted to determine the "postglacial evolution" of Wainui Beach thus providing a basis for understanding the geologic coastal hazards. For Wainui Beach, the postglacial period spans approximately the last 14,000 years since the culmination of the Last Glaciation 15,000 to 20,000 years ago that enveloped planet Earth (Gibb 1998).

3. GEOLOGY

The Wainui Beach area has been sculptured out of Late Tertiary alternating sandstone-siltstone beds laid down on the seafloor about 20 to 25 million years ago (Kingma 1964). Since that time the ancient seafloor has been uplifted above sea-level, tilted seawards by tectonic movements and modified by both terrestrial and marine erosion processes. The relatively narrow Holocene coastal plain and underlying sediments bordering the beach record the latter stages of the "postglacial marine transgression" (PMT) including its culmination at about 6500 years BP (years Before Present 1950) (Gibb 1986b). The chronological history of evolution of the area may be determined from radiocarbon dated shoreline features that were deposited at, or close to sea-level at the time (Gibb 1998).

Figure 6 shows the stratigraphy from 6 sites (see Figure 9 for locations) that the radiocarbon-dated samples were taken from. All levels have been normalised in terms of MSL Gisborne Provisional Datum 1926 and show ground surfaces ranging from 5m above MSL at the Wainui Beach Surf Life Saving Club (mouth of Hamanatua Stream) to about 10.5m above MSL for the "Wainui Centre" site located in a paddock west of State Highway 35. Calibrated age ranges are also shown next to the radiocarbon dated deposits sampled.

South of the Hamanatua Stream, Sites A, B, C and D reveal evidence of an emerged estuary that evolved in a sheltered wave environment between about 13,600 and 7200 years ago. The estuarine deposits typically are firm grey silts with remains of driftwood and whole bivalves in life position. At Sponge Bay, pollen spores from mangroves were identified in the estuarine silts, supporting the contention of a warmer climate. Temperatures in New Zealand were thought to have been 1 to 2°C warmer about 8,000 to 8,500 years ago (Royal Society of NZ 1988).

The estuarine deposits of Sponge Bay are conformably overlain by shell-free brown silts interpreted here to be of fluvial origin. In contrast, along Wainui Beach the estuarine deposits are unconformably overlain by beach gravels with broken shell that was deposited about to 4150 years ago, which in turn are conformably overlain by beach and dune sands. The stratigraphic evidence indicates a sharp change from a sheltered estuarine environment at Wainui to an exposed open-coast environment similar to the present about 6000 to 7000 years ago (Gibb 1998).



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• Figure 6: Stratigraphic sections from the Wainui Beach – Sponge Bay area and calibrated 14C age ranges for dated sea-level markers. Sites A to F are shown on Figure 8. (Adopted from Gibb 1998, fig.4).

At the Wainui Beach South site (Figure 6) exposed above the beach near Tuahine Crescent, the 3 to 4m thick estuarine deposits overly stumps in growth position representing a forest that grew about 8250 to 8000 years ago. From here the estuarine sediments thicken progressive northwards to about 20 m beneath the Surf Life Saving Clubhouse on the North side of the Hamanatua Stream mouth (Figure 6) where a date of 13,574 to 11,807 years BP was obtained from intertidal dwelling estuarine shells at the base of the estuarine sequence 14 m below present MSL. The ancient estuary formed at a sea-level some 50 to 55 m below the present and



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the deposits have been uplifted some 35-40m over the last 12,000 to 13,500 years at a net rate of 2.6 to 3.3m/ka (metres per 1,000 years). In the context of a tectonically active New Zealand this rate is relatively rapid (Gibb 1998).

On the North side of Hamanatua Stream, the estuarine deposits pinch out abruptly against a raised shore platform cut by the sea from the Late Tertiary alternating siltstone-sandstone sequences. The shore platform which extends to Makorori Point is overlain by beach gravels and sands, and dune sands. At Site F (Figure 6), submerged tree stumps in growth position on the foreshore were radiocarbon dated at 9494 to 9033 years BP which is about 1200 years older than the submerged stumps to the south, indicating a relatively higher rate of emergence of Wainui Beach North of Hamanatua Stream compared to the coast to the South.

3.1. TECTONIC UPLIFT RATES

Data to derive rates of tectonic uplift are given in Appendix I. Table 2 provides net rates of tectonic uplift for the study area calculated by Gibb (1998). For Wainui Beach, tectonic uplift rates were determined by comparing the emergent heights of the 15 radiocarbon dated palaeo-shorelines with a New Zealand regional Holocene eustatic sea-level curve (Gibb 1986b) spanning the last 10,000 years and a New Zealand curve spanning the last 20,000 years (Carter et al. 1986).

• Table 2: Rates of tectonic uplift calculated for: (A) Wainui Valley near the 2ZG Radio Mast; (B) Wainui Beach south of Hamanatua Stream; (C) Wainui Beach north of the stream; and (D) Sponge Bay. Eustatic sea-levels listed are from sea-level curves for the New Zealand region by Carter et al. (1986) and Gibb (1986) for the radiocarbon dated shorelines listed in Table 1 (Appendix II). (Adopted from Gibb 1998, table 2, appendix II). * ka = thousands of years.

NZ 14C NUMBER

DATED SAMPLE

RADIOCARBON AGE RANGE

(ka) *

HEIGHT

(m)

EUSTATIC SEA LEVEL

(m)

TOTAL UPLIFT (m)

TECTONIC RATES (m/ka) *

6145 Shell 7.27 to 6.92 7.6 0.0 7.6 1.1 to 1.1 A. NET UPLIFT RATE FOR WAINUI VALLEY 1.1

6143 7999 1881 7998 4433

Shell Wood Shell Shell Shell

8.29 to 7.68 8.25 to 7.94 8.50 to 8.18 4.45 to 4.15 5.28 to 4.93

4.0 - 1.0 3.6 3.2 8.3

- 9.0 - 9.0

- 14.0 0.0 0.0

13.0 8.0

17.6 3.2 8.3

1.6 to 1.7 1.0 to 1.0 2.1 to 2.2 0.7 to 0.8 1.6 to 1.7

B. NET UPLIFT RATES FOR SOUTHERN WAINUI BEACH 1.4 to 1.5 5440 7992 5099

Shell Shell Wood

8.64 to 7.13 13.57 to 11.81 9.49 to 9.03

3.0 - 14.0

1.0

- 11.0 - 50.0 - 24.0

14.0 36.0 25.0

1.6 to 2.0 2.7 to 3.1 2.7 to 2.8

C. NET UPLIFT RATES FOR NORTHERN WAINUI BEACH 2.3 to 2.6 5576 5573 6144 6306 5574 5575

Wood Shell Shell Shell Shell Wood

8.18 to 7.79 8.44 to 7.78 8.40 to 8.07 8.50 to 8.09 8.91 to 8.13 9.08 to 8.51

4.8 2.1 2.0 1.7 2.9 2.1

- 8.0 - 11.0 - 12.5 - 13.5 - 16.0 - 14.0

12.8 13.1 14.5 15.2 18.9 16.1

1.6 to 1.6 1.6 to 1.7 1.7 to 1.8 1.8 to 1.9 2.1 to 2.3 1.8 to 1.9

D. NET UPLIFT RATES FOR SPONGE BAY 1.8 to 1.9



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For the Wainui Valley area near the 2ZG Radio mast, a net uplift rate of 1.1m/ka was determined from one dated shoreline. For nearby Sponge Bay, a slightly higher net uplift rate of up to 1.9 m/ka was determined from 6 dated shorelines, ranging from 1.6 to 2.3m/ka. Compaction of thick estuarine silts in the Wainui Valley during severe earthquake shaking may explain the slightly lower uplift rate at this location (Gibb 1998).

For the developed Southern Wainui Beach South of Hamanatua Stream, a net uplift rate up to 1.5m/ka was determined from 5 dated shorelines, ranging from 0.7 to 2.2m/ka (Table 2). Once again, differential compaction of estuarine silts and possible differences in the depositional environments of the dated shorelines when they were laid down may explain the local variations in rates.

For Northern Wainui Beach a net uplift rate up to 2.6m/ka was determined from 3 dated shorelines, ranging from 1.6 to 3.1m/ka. Two of the dates (NZ 5440 and 7992) are from a deep borehole by the Surf Life Saving Club that penetrated 22m of Holocene postglacial marine sediments overlying the Late Tertiary basement. Compaction of the dated marker at the top of the core during successive earthquakes may be an explanation of the range of rates at this site in which case the dated bottom marker has a higher probability of reflecting the true uplift rate (c.3 m/ka).

The results indicate that the uplift rates for Northern Wainui Beach are almost double those of southern Wainui Beach and Sponge Bay. The absence of Holocene estuarine deposits overlying the Late Tertiary strata north of Hamanatua Stream supports the contention of a more rapid rate of uplift in this area. A possible explanation is that an active fault with its upthrown side to the North runs up the Hamanatua Valley. The easily eroded, weakened rocks along the active fault would provide a natural route to the coast for the stream.

The net uplift rates obtained in this study are higher than those obtained by Ota et al. (1992) who determined an average uplift rate of approximately 1m/ka for the Wainui Beach area. They are in excellent agreement with the rates published in Berryman et al. (2000, fig.2) who determined net uplift rates of 2.0±0.4m/ka for Sponge Bay, 1.0 to 1.9m/ka for Southern Wainui Beach, and 3.0m/ka for Northern Wainui Beach. It would appear that Berryman et al. used mostly the same data used in this study.

For the East Coast, Ota et al. (1991; 1992) recorded maximum net rates of uplift of 4m/ka over the past 7000 years at Pakarae River by Whangara and 8m/ka at Puatai Beach further North, the most rapid coastal uplift rate recorded in New Zealand. The characteristic `staircase' topography of marine terraces evident in both areas was interpreted as resulting from discrete coseismic uplifts accompanying large earthquakes. The recurrence interval of the large earthquakes was estimated by Ota et al. (1992) to be 300 to 1500 years for the East Coast, including the Wainui Beach area.

The net rates of tectonic uplift for Wainui Beach should be interpreted in the context that cumulative net uplift in New Zealand is a step function as a result of many discrete episodic earthquake events mostly associated with the colliding Australian and Pacific Plates East of Gisborne District. Examples of such events are, the Magnitude 8.2 Wairarapa Earthquake of 1855 accompanied by about 2.7m uplift and the Magnitude 7.8 Hawke's Bay Earthquake of 1931 accompanied also by a maximum of 2.7m uplift that affected 100 km of coastline (Ota et al. 1992).



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This means that between major uplift events that occur say, every 300 to 1500 years, the Wainui coast is likely to have remained either static in terms of vertical tectonic movements or undergone possible interseismic subsidence. These effects have been observed from precise surveys in Japan which has a similar tectonic environment to New Zealand (Ota et al. 1991) and in Oregon (Komar 1996). Between uplift events, coastal subsidence would certainly enhance coastal erosion by lowering the level of the land with respect to the sea and the effects of storm waves.

3.2. THE SEABED

The bathymetric map in Figure 7 reveals some interesting facts about the morphology of the nearshore seabed within the study area. Wainui Beach is cradled between the arms of two major reef systems that extend southeast from Tuaheni and Makorori Points out to at least 30m-water depth. Although the reefs provide some protection for Wainui Beach from heavy seas from the South, East and Northeast quadrants, there is a window left open for direct attack from seas from the Southeast. History has shown that some of the most severe episodes of erosion have occurred during Southeasterly storms. The seabed morphology has a significant effect on incident wave attack along Wainui Beach by refracting approaching deep-water storm waves.

Between the Tuaheni and Makorori reefs that extend out from these points, the contours are generally smooth and sub-parallel, indicating the presence of sediments and low flat reefs out to at least 30m (Figure 7). The gradient of the nearshore seabed generally tends to flatten beyond both the 10m and 20m isobaths. The presence of steep submarine gullies and valleys dissecting the two major reefs, particularly on their Northeastern sides may indicate a lack of infilling by sediments, whereas the smooth contours along the Southwestern side of the Makorori reef may indicate a net North-eastward movement of sand and silt with transported sediments filling channels in the reef. The seaward offset of the 30m-depth contour off Wainui Beach compared to Makorori Beach (Figure 7), indicates that both the Tuaheni and Makorori reef systems are trapping and holding sediments off Wainui Beach preventing submarine bypassing at these depths to the Northeast.



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• Figure 7: Indicative bathymetry in metres below MSL interpreted in 1993 by JG Gibb and RD Rice from sounding surveys made by HMNZS “Lachlan” 1956-1957, and DoC vessel “Tu Tuau” April-May 1993 (Adopted from Gibb 1998, fig.5).



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3.3. SEDIMENTS

Data on the properties of sediments comprising the adjacent headlands, foredune, beach and nearshore seabed are adopted from Gibb (1998) in Appendix I.

3.3.1. BEACH AND FOREDUNE

Table 3 provides data on the textures and shell content of the beach, dune, and Late Tertiary sandstone sediments between Tuaheni and Tatapouri Points. The sediments were sampled by Dr Gibb in October 1981 and April-May 1993. For Wainui Beach, the beach sand is predominantly Well Sorted Shelly Fine to Medium Sand with shell content ranging from about 38 to 63 percent, averaging 50% (Gibb 1998). The highest concentrations of shell fragments are found in beach sands adjacent to the fauna rich shore platforms at Tuaheni and Makorori Points suggesting these environments to be significant sources of sand. The dune sands at Wainui are Well Sorted Shelly Fine Sand with shell content ranging from 29 to 36%, averaging 33% (Table 3).

• Table 3: Percentages of Wentworth size classes for sediment samples from Wainui Beach (WB) Makorori Beach (MB) and Tuaheni and Makorori (WB) and Tatapouri (MB) sandstone strata. (Adopted from Gibb 1998, tables 4 & 5, appendix II).

STATION ENVIRONMENT SAND MUD CaCO3 %

BEACH TYPE

OFFSHORE TYPE

Very Coarse Sand

–1 to 0Ø

Coarse Sand

0 to 1Ø

Medium Sand

1 to 2Ø

Fine Sand

2 to 3Ø

Very Fine Sand

3 to 4Ø

Coarse Silt

4 to 5Ø

Fine to Very

Coarse Sand

Mud to Very Fine Sand

WB-1 Tuaheni Sandstone 0.2 0.5 0.5 1.1 57.5 40.36 N/A 2.14 97.86 WB-9 Makorori Sandstone 0.0 0.0 1.1 7.5 51.0 40.38 N/A 8.62 91.38 MB-4 Tatapouri Sandstone 0.0 3.2 4.3 6.1 55.3 31.13 N/A 13.57 86.43 WB-2 Beach 0.1 3.2 55.6 40.1 1.0 0.03 58 98.97 1.03 5.5 Beach 0.0 1.8 42.7 51.7 0.8 3.0 43 96.20 3.80 WB-4 Beach 0.1 4.8 62.8 32.0 0.3 0.01 51 99.69 0.31 7.6 Beach 0.9 11.8 63.0 17.8 1.0 5.4 60 93.60 6.4 WB-5 Beach 0.0 0.2 53.0 45.7 1.1 0.02 50 98.88 1.12 9.5 Beach 0.0 0.8 71.4 22.7 0.9 4.2 44 94.90 5.10 WB-7 Beach 0.0 2.9 71.5 25.5 0.1 0.0 46 99.90 0.10 12.6 Beach 0.0 0.1 49.2 46.3 0.7 3.7 38 95.60 4.40 WB-8 Beach 0.5 11.5 60.5 27.9 0.6 0.02 63 99.38 0.62 WB-3 Dune 0.0 0.5 24.8 70.7 3.6 0.04 29 96.36 3.64 WB-6 Dune 0.0 0.5 35.7 61.5 2.1 0.16 36 97.73 2.27 MB-1 Beach 0.0 0.7 23.3 71.3 4.6 0.05 55 95.35 4.65 MB-2 Beach 0.0 0.0 0.9 88.7 10.4 0.04 32 89.56 10.44 MB-3 Beach 0.0 0.0 0.6 90.6 8.8 0.04 29 91.16 8.84



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In contrast, the beach sand along the adjacent Makorori Beach is relatively finer with less shell. The sand is predominantly Well to Very Well Sorted Shelly Fine Sand with shell content ranging from 29 to 55 percent, averaging 39% (Table 3). The relative fineness of this sand compared to Wainui Beach suggests a net Northeasterly longshore drift along the coast with an unknown portion of Fine Sand being transported from Wainui Beach around Makorori Point during Southerly wave storms. Compared to Wainui Beach, Makorori Beach has an historic trend of duneline advance from accretion confirming the net Northeast longshore drift direction and accumulation of sand in this area.

3.3.2. NEARSHORE SEDIMENTS

Table 4 provides data on the textures of sediments covering the nearshore seabed off Wainui Beach. The sediments were sampled by DML in April 2000 and analysed by the University of Waikato in May 2000. Combined with sediment data in Gibb (1998), the seabed adjacent to Wainui Beach is revealed to be composed of rocky reefs extending from both Tuaheni and Makorori Points separated by a predominantly sandy seabed. The sand grades from relatively coarse inshore to very fine offshore.

Out to about 5 to 6m depth the seabed is composed predominantly of Medium to Coarse Shelly Sand. From about 6m to about 10m-water depth, the seabed is composed of Fine to Medium Shelly Sand. Seaward of 10m out to at least 21m depth sediments gradually fine to Very Fine Muddy Sand. Off Southern Wainui Beach, sand distribution is patchy and is mostly found between low-lying reefs. Off Northern Wainui Beach, sand distribution is continuous out to at least 30m water depth. These data indicate that Wainui Beach sand generally extends out to about 10m water depth. The 10m depth limit was identified in both the 1993 and 2000 offshore surveys.



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• Table 4: Percentages of Wentworth size classes by volume for nearshore sediments off Wainui Beach, with cumulative percentages of both Wainui Beach type and offshore type sediments. Sediment analyses performed by Department of Earth Sciences, University of Waikato, May 2000, using a Laser Diffraction Particle Sizer.

STATIONS DEPTH SIZE CLASSES IN MICRONS (µ) BEACH TYPE OFFSHORE TYPE

m MSL

Very Course Sand

Coarse Sand

Medium Sand

Fine Sand Very Fine Sand

Mud Fine to Very Coarse Sand

Mud to Very Fine Sand

1000-2000µ 500-1000µ 250-500µ 125-250µ 62.5-125µ ≤62.5µ 250-2000µ ≤62.5-250µ

4/1 -4.00 20.00 35.53 23.61 16.27 3.17 1.41 95.42 4.58

4/4 -10.60 10.32 31.23 29.47 22.05 4.95 1.99 93.06 6.94

7/1 -4.60 22.67 39.56 24.13 11.11 1.25 1.27 97.48 2.52

7/2 -7.10 0.00 7.75 50.75 34.05 4.44 3.01 92.55 7.45

7/3 -10.50 0.00 4.90 44.83 38.87 7.69 3.71 88.60 11.40

7/4 -13.70 0.00 6.86 44.26 33.09 5.79 9.99 84.22 15.78

8A/9 -4.80 6.63 22.91 36.19 27.21 4.53 2.53 92.94 7.06

8A/8 -6.20 12.73 32.04 35.35 15.70 1.63 2.49 95.88 4.12

8A/7 -9.00 0.00 6.57 51.17 34.28 4.56 3.42 92.02 7.98

8A/6 -11.20 0.00 2.34 36.58 41.15 12.94 6.98 80.08 19.92

8A/5 -12.20 0.00 0.34 23.50 43.09 22.78 10.28 66.94 33.06

8A/4 -14.90 0.00 0.00 14.74 43.55 29.96 11.74 58.30 41.70

8A/3 -16.80 0.00 0.00 9.22 41.42 32.85 16.51 50.64 49.36

8A/2 -18.90 0.00 0.00 2.79 38.54 41.31 17.37 41.32 58.68

8A/1 -21.30 0.00 0.00 1.48 29.75 40.36 28.42 31.22 68.78

10A/4 -5.00 13.39 35.37 31.47 15.99 2.00 1.78 96.22 3.78

10A/3 -8.30 0.00 5.87 47.85 36.26 6.60 3.41 89.99 10.01

10A/2 -12.00 0.00 0.00 9.45 42.80 35.21 12.54 52.25 47.75

10A/1 -13.90 0.00 0.00 10.60 39.91 33.47 16.02 50.51 49.49

12/1 -3.40 7.99 28.84 36.31 21.70 3.19 1.98 94.83 5.17

12/2 -7.80 0.00 3.93 46.69 39.29 6.94 3.15 89.91 10.09

12/3 -10.70 0.00 0.00 15.82 43.50 26.72 13.96 59.32 40.68

12/4 -12.10 0.00 0.00 4.72 13.69 11.28 70.32 18.40 81.60

12/5 -13.70 0.00 0.00 12.82 41.39 32.65 13.12 54.23 45.77

3.3.3. HEADLANDS

Samples were taken from the sandstone strata in the exposed Late Tertiary alternating sandstone-siltstone sequences along Tuaheni, Makorori and Tatapouri Points in 1981. Analyses show that these sediments are finer than the beach sand and are composed of predominantly Moderately Well Sorted Very Fine Sand and Coarse Silt (Table 3) similar



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to that found in depths greater than 15 to 20m (Gibb 1998). These strata outcrop in the seacliffs, shore platforms and as reefs on the nearshore seabed of the study area.

3.3.4. SOURCES OF BEACH SAND

Petrographic analyses of detrital minerals indicate several primary sources for the beach sand at Wainui and Makorori. Pumice, quartz, feldspar (medium plagioclase), magnetite, hypersthene, hornblende and augite are volcanic-derived minerals; sandstone-siltstone fragments, fine-grained calcite, glauconite, microcline (K-feldspar), zircon, sphene and barite are sedimentary-derived; shell fragments are derived from whole shells from the adjacent intertidal shore platforms and offshore reefs that have been smashed by wave action (Gibb 1998).

The light minerals, quartz and feldspar, range in abundance from 30 to 40% along the beach. Next are pumice and sandstone-siltstone rock fragments which constitute 5 to 20% of the sand. These are followed in abundance by the heavy minerals hypersthene, augite, hornblende and magnetite which constitute less than 5% of the sand. Occasional rare grains of sphene, zircon, barite and glauconite occur throughout (Gibb and Jones 1977; Gibb 1981a).

The most likely source for the volcanic-derived minerals are the rhyolitic air-fall ash deposits (tephra), erupted over the last 150,000 years from the Central Volcanic Region. The tephra were transported to the Gisborne area by prevailing West to Northwesterly winds. This episodic process was observed during the 1995 and 1996 ash eruptions of Mount Ruapehu which transported fine ash to the East Coast by Westerly winds to be deposited on the ground.

Tephra deposits mantle the hills and extend on to the seabed, varying in thickness depending on the magnitude and duration of an eruption. The last major eruptive events were the massive Taupo Eruption from Lake Taupo that occurred about A.D. 200, and the Kaharoa Eruption from Mount Tarawera that occurred about A.D. 1350 (Lowe et al. 2000).

The sedimentary-derived minerals come from the erosion products of the Late Tertiary rocks forming the Tuaheni, Makorori and Tatapouri headlands, shore platforms and offshore reefs (Gibb and Jones 1977; Gibb 1981a). These rocks are composed of alternating layers of sandstone-siltstone. The sandstone breaks down in the surf zone to supply a very small amount to fine Sand.

As the catchments and flows of the Wainui and Hamanatua streams are too small to supply adequate quantities of volcanic-derived sand eroded from the mantling soils to the beach system, the nearshore seabed is concluded to be the major supply area for Wainui Beach. The next source area is the adjacent eroding coastline and seabed of Late Tertiary sedimentary rocks. Sediment is transported to Wainui Beach by wave and current action. The following abundances of sand supplied from each major physical source area to Wainui and Makorori beaches are estimated from the above evidence:

i. Nearshore Seabed: Nearshore sediments of relict volcanic-derived sands which supply some 50% of sand by volume to Wainui and 60% to Makorori.

ii. Shell Beds: Adjacent shore platforms and offshore reefs which contribute some 50% of shell fragments by volume to Wainui and 40% to Makorori.



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iii. Headlands: Eroding Late Tertiary sandstone beds outcropping on the coast and seabed which contribute some 5% by volume of sand to Wainui Beach and some 15% to Makorori Beach. The remaining Very Fine Sand and Mud fractions supplied from the erosion of Late Tertiary rocks are transported offshore by wave action to settle out into water depths greater than 10m.

3.4. POSTGLACIAL EVOLUTION

Figure 8 adopted from Gibb (1998) shows the evolution of the Wainui Beach area over the last 13,500 years. The inferred shoreline positions were interpreted by Gibb (1998) from the combination of radiocarbon-dated stratigraphy (Figure 6), an inferred net shoreline retreat rate of -0.15m/year and the geomorphology of the land above and below MHWS.

About 18,000 years ago, at the peak of the Last Glaciation, sea-level stood about 130m below present (Gibb 1986b; Carter et al. 1986) and the shoreline at Wainui was some 20km East along the seaward edge of the present continental shelf. As climate warmed some 4 to 5°C, sea-level rose at 10 to 15m/ka outpacing tectonic uplift, causing a widespread landward retreat of the shoreline everywhere around New Zealand generally and at Wainui specifically (Gibb 1988).

About 11,500 years ago there was a significant prolonged stillstand of the rising sea at about 55m below the present sea-level. Extensive submerged radiocarbon dated shoreline features on the Otago and Canterbury continental shelves are evidence of this major stillstand (Carter et al. 1986). At this time the rising sea had established a small estuary at what is now the Hamanatua Stream mouth protected by a promontory on what is now seabed (see Figure 8). Following the stillstand at 11,500-years ago the sea rose rapidly until there was another prolonged stillstand about 9500 to 8500 years ago at about 24m below the present sea-level (Gibb 1986b).

During the rise, the sea invaded what is now the "Wainui Valley" substantially increasing the size of the estuary and causing a change in facies from estuarine sands to silts (see Figure 6). The silts were provided from both coastal erosion of the Late Tertiary hinterland and from the Wainui and Hamanatua Streams. They formed extensive tidal flats that supported abundant beds of the cockle, Austrovenus stutchburyi, amongst other estuarine dwelling fauna such as the pipi Paphies australis and the mud snail Amphibola crenata.

As the postglacial marine transgression (PMT) rose at 10 to 15m/ka it easily outpaced net tectonic uplift at 1 to 3m/ka at Wainui resulting in continued retreat of the open-exposed coast at about -0.15m/year. Whilst the headlands retreated, the estuary kept expanding and was colonised by extensive mangroves about 8000 to 9000 years ago (Mildenhall 1994) in response to short-term climate warming of 2°C above the present (Salinger 1991). The present climate pattern, which was established about 2500 years ago, has cooled by the same amount (Royal Society of NZ 1988) over the last 2500 years and mangroves no longer naturally grow at Gisborne. They are presently found in the Uawa Estuary in Tolaga Bay but are known to have been planted there.



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• Figure 8: Evolution of Wainui Beach over the last 13,500 years displayed by inferred shoreline positions. (Adopted from Gibb 1998, fig.9).



24

The Wainui estuary existed up to the time of the culmination of PMT about 7000 years ago (Gibb 1986b). With the total destruction of the promontory to become what is now a succession of low-lying reefs partly covered by sand, the estuary was invaded by heavy seas. A dramatic change in sedimentation resulted as shelly sand was driven into the embayment burying the estuarine silts and killing and preserving the shell beds and mangroves. Gravel beach ridges started to form in the new embayment from longshore transport of the erosion products of the adjacent headlands, particularly from Tuaheni Point.

Following the culmination of the PMT at the present sea-level about 7000 years ago, sea-level fluctuations have not exceeded ±0.5m (Gibb 1986b) in response to the generally stable Present Interglacial climate. As a result tectonic uplift at 1.5 to 3.0m/ka has predominated over the last 7000 years, progressively stranding the Holocene coastal plain at Wainui by some 7 to 20m above present sea-level.

From about 7000 to 2000 years ago the shoreline at Wainui continued to advance in response to large earthquake uplifts every 300 to 1500 years, reaching its maximum distance seaward about 2000 years ago. The combination of emergence from uplift and supply of predominantly volcanic-derived sand from the raised seabed and volcanic eruptions like the massive Taupo Eruption about A.D. 200, resulted in a slow advance of the Wainui foreshore over the 5000 year-period in contrast to the continued retreat of the Makorori and Tuaheni headlands. About 2000 years ago shoreline advance at Wainui reversed to retreat in line with the retreat of the adjacent headlands. The alignment of Wainui Beach was now predominantly controlled by the alignments of the eroding headlands, a process that is continuing today.

3.5. SUMMARY

In summary, the pattern of geologic evolution of Wainui Beach over the last 13,500 years has revealed the following significant changes:

i. The existence of a tidal estuary with mangroves from about 13,500 to 7,000 years ago with its entrance at the present mouth of the Hamanatua Stream.

ii. The spectacular evolution of the Wainui Beach area over the last 7000 years from a sheltered estuary to an open exposed coastal environment.

iii. Reversal from very slow shoreline advance to long-term retreat about 2000 years ago, controlled by the retreating Tuaheni and Makorori Headlands.

iv. Erosion processes have predominated over emergence from tectonic uplift over the last 2000 years compounding the geologic trend of long-term shoreline retreat.

v. Emergence occurs instantaneously during large earthquakes every 300 to 1500 years during which time the shoreline temporarily advances proportionate to both the amount of uplift and gradient of the beach.

vi. Between major uplift events erosion processes predominate, possibly assisted by interseismic subsidence, and the shoreline generally retreats.

vii. More than 90% of the sand at Wainui Beach is derived from both spasmodic volcanic eruptions from the Central Volcanic Zone such as the massive Taupo Eruption about A.D. 200, and the constant breakdown of seashells. The remainder is supplied from



25

the continual erosion of the Late Tertiary rocks that form the onshore-offshore substrate geology.

viii. Until the next major eruption from the Central Volcanic Zone the sand of both Wainui and Makorori beaches must be considered a finite resource in need of careful management.

4. COASTAL DYNAMICS

The interaction of dynamic coastal processes with the geology and ongoing postglacial evolution of Wainui Beach has contributed to the natural coastal hazards experienced along the study area.

4.1. EROSION PROCESSES

Sedimentary and geomorphic evidence suggests an oscillatory longshore drift of sand along Wainui Beach. Under Northeasterly sea conditions the North end of the beach decreases in width, the South end increases in width and the Hamanatua Stream offsets South, to extend up to 0.5km towards Tuaheni Point from its normal discharge position by the Surf Club. Under Southeasterly sea conditions the opposite tends to happen with a narrow beach at the South end and a wide beach to the North with the Hamanatua Stream offsetting North to cut into Lysnar Domain.

Observations during storm activity have shown that a wide beach absorbs wave energy protecting the dunes behind from erosion. Conversely, a narrow beach exposes the dunes to erosion processes. Thus, the Southern half of Wainui Beach is most vulnerable to erosion during prolonged South-Southeasterly wave storms when the beach is narrowed. Localised beach lowering along the South directed meander channel of the Hamanatua Stream, also promotes erosion of the adjacent foredune.

One of the unique characteristics of Wainui Beach is its undulating rhythmic topography of shoals, troughs and associated rip currents. Breeding (1981) recognised two major wave induced current patterns associated with rhythmic topography. First, when waves parallel the shore, circulation cells are developed. The adjacent cells rotate in opposite directions. The seaward flow of water is a rip current and is directed perpendicular to the shore. Second, when waves arrive at an angle to the shoreline meandering currents develop along the shore, and the rip currents are at an angle to the shore line. In this situation, the rip currents migrate downstream with the shoals and troughs creating marked changes in the elevation of the beach.

Figure 9 shows a typical rhythmic beach topography at the Southern end of Wainui Beach recorded by Gibb in 1973 (Gibb 1998). Under Northeasterly sea conditions rip currents were observed to run out to sea obliquely southwards from the beach under the influence of a southerly longshore drift. Gibb (1998) measured littoral current velocities ranging from 0.75 to 3.0 knots from drifting seaweed, the highest velocities occurring over shoals and the lowest in the troughs where counter eddies often became established. The combination of longshore drift and rip currents was responsible for moulding the nearshore topography of shoals, bars and troughs which accords with the observations of Breeding (1981). The relatively coarse texture and shell content of Wainui Beach sand contributes significantly to its rapid mobility under wave and current conditions.



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• Figure 9: Typical rhythmic beach topography and nearshore circulation at Wainui Beach observed on 19-21 March 1973 resulting in differential erosion at the head of rip current troughs (Adopted from Gibb 1998, fig.12).



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A significant process contributing to the retreat from coastal erosion at Wainui Beach is the formation of rip current troughs at any point along the beach. Breeding (1981) noted that higher wave heights occurred in the troughs than on the shoals which means more wave energy was available for coastal erosion at the head of the troughs. As the beach here is narrow in width compared to that opposite the shoals then the adjacent foredune is more susceptible to differential erosion (Figure 9). At Wainui Beach, the formation and migration of rip current troughs directly results in differential short-term erosion up to 15-20m at unpredictable places along the foredune (Gibb 1998). Between such erosion sites the foredune may show either differential advance or a state of dynamic equilibrium.

Gibb and Jones (1977) observed that waves from the East-Southeast quadrant could cause formation of rip currents at the North end of Wainui Beach whereas waves from the East-Northeast quadrant may cause rip currents at the South end. Waves arriving parallel to the beach were observed to create rip currents along the entire length. The interaction of rip currents with longshore currents in the nearshore zone ensures that the circulation of Wainui Beach sand is complex and dynamic. The optimum conditions for erosion to threaten beachfront development along Southern Wainui Beach is during prolonged Southeasterly wave storms coupled with a narrow beach and the formation of migrating rip current troughs such as occurred during the 1992 winter.

Figure 10 shows the relative magnitude and differential nature of the onshore-offshore transport of sand along Wainui Beach recorded at three selected GDC profile sites. Profile 2 represents the Southern beach near Lloyd George Road, Profile 8 the central area at the North end of Wairere Road, and Profile 12 the Northern area about midway between the Hamanatua Stream and Makorori Point. The sweep zones and erosion or accretion of the foredune are the maximum recorded between July 1973 and October 1992 and are shown with respect to the datums of MSL, MHWS and MLWS.

For all three profiles the dynamic datum elevation of MHWS is shown to migrate horizontally up to 40 to 60 m. The highest and lowest beach levels were all achieved in different years on the three profiles indicating that the onshore-offshore movement of sand is non-uniform and localised along the 4.2 km-long Wainui Beach. Erosion profiles are typically concave-up compared to accretion profiles which are convex-up (Figure 10).

Whilst the foredune surveyed on Profile 12 has retreated about 12m between 1974 and 1992 an incipient foredune has accreted the same amount at Profile 8 during the same period (Figure 10). Profile 2 shows that the Holocene estuarine silt substrate underlying the beach has been downcut by up to 2 m, all of which occurred during the South-Southeasterly wave storms between May and October 1992. As noted previously, the very soft silt substrate underlying the beach extends from Tuahine Crescent to the Hamanatua Stream and is extremely susceptible to irreversible erosion once the protective dune and beach sand cover is removed during localised erosion episodes.



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• Figure 10: Maximum sweep zones and coastal erosion or accretion at 3 representative beach profiles along Wainui Beach surveyed by ECCB and GDC between 1973 and 1992 (Adopted from Gibb 1998, fig.13).

4.2. SIGNIFICANT WAVE STORMS

During the period 11 May 1982 to 17 December 1984 a wave-rider buoy was deployed off Tatapouri Point by Ministry of Works and Development under Dr Gibb’s direction. The buoy was located about 1.8 km offshore in about 32 m water depth. The highest significant wave height (highest one third-Hsig) recorded during the 2.6 years was 5.75 m and the median value was about 1 m. Wave periods averaged 6 to 9s for 80% of the time and the median value was 11 seconds (Macky et al. 1987). Macky et al. (1987) observed that "winter produces higher waves more frequently than summer but there is no strong seasonality. The winter calms have higher wave levels and are of shorter duration than summer calms".



29

Although these authors noted that the wave heights under an El Niño regime appeared to be somewhat lower on average than at other times "the general nature of the wave environment does not change" (Macky et al. 1987). The fact remains however, that the 2.6-year record was made during an extreme El Niño climate regime characterised by East Coast drought and a predominance of offshore winds from the Westerly quadrant which flattened the swell waves.

The wave observations accord with the episodic onshore-offshore cyclic movement of sand especially those observations made during the extreme El Niño regime of 1982-1983. Macky et al. (1987) noted that the 2.6-year period of wave recording was much shorter than desirable if long-term predictions were to be made for extreme wave conditions likely to be expected in a 50-year period. For such predictions about 15-20 years of continuous data are required (Macky et al. 1987) and for 100-year forecasts about 30-40 years of continuous data (Paul Komar, pers. com. 1998).

Ship-borne observations of the wave climate off the East Coast for the period 1970 to 1990 revealed significant wave heights in the range of 1.0 to 3.0m for 88% of the time, with storm wave heights up to 6 to 8m, usually during winter months, for about 2% of the time, and rare events producing significant waves up to 10m (Komar 1996). These sea conditions are somewhat larger than those recorded between 1982 and 1984, clearly indicating that the 2.6-year wave record analysed by Macky et al. (1987) should be treated with caution.

Figure 11 shows the times and places of erosion events along Wainui Beach between July 1955 and October 1992 (37 years) during severe wave storms. No reliable data are available before 1955 although it is known that the Southern beach was subject to erosion in the 1940s. On all occasions, erosion occurred at the head of rip current troughs. Although they have shown a tendency to cluster at the Southern end of the beach between Tuahine Crescent and Oneroa Road and around the Hamanatua Stream mouth since 1955, Figure 11 shows that no part of the 4.2km-long Wainui Beach is excluded from such attacks.

In chronological sequence, severe differential erosion has occurred at Wainui Beach in the 1940s, in July 1955, August 1963, March-August 1974, January-March 1976, May 1977, June-August 1978, April-May 1982 (Cyclone Bernie), May-July 1985, September 1986, May-November 1992, June 1994 and during the 1996/1997 summer when 4 Tropical Cyclones struck the North Island. Major short-term differential duneline retreat of 15-20m occurred in the 1940s, in 1955 and in 1978.



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• Figure 11: Sites of significant short-term erosion between 1955 and 1992 during severe onshore storms. Although similar storm damage has occurred before 1955 no precise data are available (Adopted from Gibb 1998, fig.14).



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4.2.1. THE 1992 WINTER STORMS

The 1992 erosion episode at Wainui Beach is well documented by Peacock (1992) and Gibb (1998). Between early May and late October 1992 the North Island East Coast was battered by a succession of 7 South-Southeasterly storms accompanied by heavy seas. Like other open-exposed beaches along the North Island East Coast such as Riversdale, Castle Point and Waimarama, Wainui Beach was adversely affected. Many of the storms coincided with high spring tides and produced deep-water waves from the South-Southeasterly quadrant in excess of 4m. The severest storms occurred on 9-10 May, 3 July, 7-8 August, 28-29 August, 28-29 September, 15-16 October and 24 October 1992 (Peacock 1992).

During the severe wave storm of 9-10 May 1992 the beach was lowered next to Tuahine Crescent. Successive storms from the same quadrant removed the remaining beach sand exposing the highly erodible Holocene estuarine silt substrate underlying the beach to wave attack. Between May and July 1992 the average downcutting of the silt substrate at Profiles 2 and 3 was 0.56m and the total irreversible loss of silt was 9700m3 (Peacock 1992). During 1992, downcutting of over 1m occurred at Profile 2 (Figure 10) so that the total loss of silt exceeded 10,000m3. Most importantly, sand from elsewhere along the beach filled the erosion depression thus causing an equivalent net reduction in the Wainui sand budget (Gibb 1998).

The relative loss of sand contributed to up to 8m retreat of the foredune between Tuahine Crescent and Oneroa Road. Foredune erosion has added about 8300m3 of sediment to the nearshore circulation system, comprising 5800m3 of sand and 2500m3 of silt (Peacock 1992). The silt has been washed offshore and represents a permanent loss whereas the sand from the eroded foredune has been added to the beach sand budget, partially offsetting losses (Gibb 1998).

During the 1992 erosion episode, Council surveys recorded a minimum total beach sand volume for Wainui Beach in May of 115,031m3, comprising only 7693m3 along the Southern beach and 107,338m3 along the Northern beach, north of Hamanatua Stream. Although the minimum total sand volume along the 4.2km-long beach was not exceptional in the context of surveys since July 1973, the sand volume along the Southern 2.1km of beach was the lowest recorded since the severe winters of 1974, 1975 and 1978 when similar South-Southeasterly storm conditions prevailed.

The directional consistency and intensity of the South-Southeasterly seas during the 1992 erosion episode also resulted in a seasonal longshore transport of sand Northwards along Wainui Beach. The net result was that 97% of the winter sand budget was distributed North of Hamanatua Stream. The relatively wide beach resulting, protected the Northern foredune from erosion. In contrast, the narrowing of the Southern beach between Tuahine Crescent and Oneroa Road exposed the Southern foredune and property protection works to prolonged and severe attack.

4.3. LONG-TERM SHORELINE TRENDS

Figure 12 and Table 5 summarise the long-term historic shoreline trend between Tuaheni and Makorori Points. The data are summarised from Appendix II where rates of change are provided for 31 Sites spaced approximately every 200m along the 6.2km-long coast between the 2 Points. Appendix II provides rates of erosion or accretion for survey intervals of 1942-1965, 1965-1982, and 1982-1999 and for the entire 57-year survey period



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(1942-1999). The 57-year period is regarded here as reliable to quantify the long-term shoreline trend along both headlands and most of Wainui Beach.

• Table 5: Average rates of coastal erosion (-) or accretion in metres per year (m/year) for the 6.2km-long Wainui Beach, derived from Appendix II.

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 6500 7000Distance in metres (m)

Net R

ate i

n m

etre

s per

year

(m/y)

ACCRETION

EROSION

TUAHENI POINT

WAINUI BEACH MAKORORI POINT

WAI

NUI S

TREA

M

HAMA

NATU

A ST

REAM

• Figure 12: Net rates of coastal erosion (-) and accretion for 31 sites between Tuaheni Point and Makorori Point, derived from Appendix II, for the period 1942-1999.

Area Sites 1942-1965 1965-1982 1982-1999 1942-1999 Range Av. Range Av. Range Av. Range Av.

Tuaheni Point 1-8 0.0 to -0.83 -0.54 0.0 to -1.06 -0.55 -0.06 to -0.41 -0.23 -0.16 to -0.42 -0.27

Makorori Point 27-31 0.0 to -0.48 -0.15 -0.18 to -0.53 -0.32 0.0 to -0.59 -0.28 -0.04 to -0.51 -0.21

Wainui Beach South 9-14 0.0 to -0.57 -0.21 0.0 to -0.29 -0.13 0.0 to -0.24 -0.04 -0.05 to -0.28 -0.14

Incipient foredune 15-17 0.0 to -0.13 -0.09 0.0 to -0.35 -0.16 0.47 to 1.18 0.82 0.09 to 0.30 0.17

Wainui Beach North 18-26 -0.09 to -0.61 -0.33 -0.12 to -0.53 -0.28 0.0 to 0.71 0.32 -0.02 to -0.35 -0.15



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For the 57-year period (1942-1999), 28 of the 31 stations (90%) record a long-term trend of retreat from erosion averaging –0.18m/year, ranging from –0.02 to –0.51m/year. Three (3) of the 31 Stations (10%) record a trend of net advance from accretion averaging +0.17m/m/year, ranging from 0.09 to 0.30m/year. The accretion is from the growth of a 750m-long incipient foredune South of the Hamanatua Stream outlet which has accumulated during the period 1982-1999 behind a groyne at the South side of the stream mouth. Prior to this there was an erosion trend of the main foredune at -0.05 to -0.23m/year for the period 1942-1982. The groyne limits the trend for Southerly migration of the stream thus promoting accretion which temporarily protects the main foredune in places from erosion.

4.3.1. HEADLAND RETREAT

Tuaheni Point has retreated at –0.16 to –0.42m/year, averaging –0.27m/year, from 1942 to 1999 (Table 5). Makorori Point has retreated at –0.04 to –0.51m/year, averaging -0.21m/year, over the same period (Table 5). Long-term historic retreat of both headlands is entirely consistent with the geologic evidence. Headland retreat has left behind wave-cut shore platforms and reefs as well as providing sandstone gravels for beach formation. The headlands retreat through the combination of backcutting and landslip.

Both Tuaheni and Makorori Points play an important role in the long-term stability of Wainui Beach. The relatively ‘hard’ headlands act as strong points that hold the line of the 4.2km-long Wainui Beach slung between them. As the ‘strong points’ retreat, then it follows that Wainui Beach can be expected to retreat at similar rates (Gibb 1981a; 1995; 1998). The process appears to be irreversible notwithstanding the geologic trend of net tectonic uplift.

Photographic evidence of the abandoned Tuaheni Point lighthouse provides compelling anecdotal evidence of long-term headland retreat. In February 1993, Dr Gibb re-photographed a scene shown in an historical photograph of Tuaheni Point lighthouse in 1920 from approximately the same site occupied by the early photographer. By precisely matching the common "static" feature of the Tuaheni lighthouse, the 1993 scene was enlarged to match the 1920 photograph and the changes in the state of the rocks and seacliff compared. Figure 13 shows that the changes between 1920 and 1993 at Tuaheni Point have been dramatic and are consistent with the rates of retreat in Figure 12.

Comparative photography shows that the Late Tertiary sandstone-siltstone rock upon which the lighthouse was built about 1909 has been almost demolished by the sea since that time. Foot access to the lighthouse from the shoreline has disappeared and it can now only be reached by wading through treacherous water at low spring tides. Long-term coastal erosion at about -0.2 to -0.3m/year has progressively separated the old lighthouse from the crumbling Tuaheni Point. When last observed in October 2001 the lighthouse was still standing but the separation distance between Tuaheni Point and the lighthouse is steadily growing.



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• Figure 13: Diagram compiled from photographs taken from the same position in 1920 and 1993, showing changes to Tuaheni Point from erosion, relative to the lighthouse over the last 73 years (Adopted from Gibb 1998, fig.10).

4.3.2. COASTAL LANDSLIP

Where exposed along Tuaheni headland, especially near Tuahine Crescent, the strata dip 15 to 20° seawards and are extremely susceptible to landsliding. High shear stress on these rocks is continuously induced by coastal erosion removing the lateral support of the land, ultimately resulting in bedding plane failures of the seacliffs at or above high water mark. As a consequence, strata above the level of the beach slide into the sea like a deck of cards. At this level the strata are weathered and disrupted by previous landslip thus promoting constant slope failure.

The recurrence of such landslides is unpredictable and may be triggered by sustained heavy rainfall or by moderate earthquake shaking. Landslip poses an extreme potential risk to houses constructed on the Late Tertiary rock at the Southern end of Tuahine Crescent (Gibb 1981a; 1998). About mid-September 2001 a relatively large slope failure occurred about 50 to 90m South of the houses in Tuahine Crescent (Figure 14). At Makorori Point the slopes are characterised by deep-seated rotational failures resulting in loss of farmland as well as posing a threat to parts of State Highway 35.

4.3.3. WAINUI BEACH

Table 5 shows that Southern Wainui Beach has retreated at -0.05 to -0.28m/year, averaging -0.14m/year, from 1942 to 1999. Over the same period, Northern Wainui Beach has retreated at -0.02 to -0.35m/year, averaging –0.15m/year (Table 5). The process of long-term retreat is not uniform but rather the resultant of many site-specific erosion cuts by storm waves at the head of ever-changing rip current troughs. Between this process, either short-term accretion or dynamic equilibrium occurs along discrete parts of Wainui Beach.



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• Figure 14: Oblique aerial photograph taken 19 September 2001 of a landslide near houses at Tuahine Crescent that occurred a few days earlier (Photo courtesy of David Peacock, GDC).



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4.4. SHORT-TERM SHORELINE FLUCTUATIONS AND STORM CUTS

Both the duneline and cliffline fluctuate in position about the long-term trend of retreat. Along both Tuaheni and Makorori Points landslip is an important component of retreat. Differential landslip temporarily pushes the ‘cliffline’ further seaward by up to 20 to 25m. Over the following months the landslide toe of rock debris and mud is trimmed back by the sea to roughly the pre-landslip cliffline position. By this process the sandstone beds are crushed into broken slabs which are abraded by wave action to form beach gravels (Gibb 1995).

Along Wainui Beach, parts are subject to irreversible storm cuts and others to duneline fluctuations involving episodic cycles of short-term erosion-accretion. Along Southern Wainui Beach, the 750m-long incipient foredune area is subject to duneline fluctuations, whereas the ancient raised foredune landward and South of the incipient dune is subject to irreversible short-term erosion cuts that do not recover. Along Northern Wainui Beach, the foredune is mostly subject to duneline fluctuations.

For most of the foredunes along Wainui Beach, maximum short-term duneline fluctuations of typically 10 to 20m occur (Gibb 1981a; 1998). In the area of the incipient foredune, fluctuations of 20 to 25m occur increasing to 30m near the mouth of the Hamanatua Stream. These larger fluctuations involve not only the main foredune complex but also the incipient foredune at the toe which was almost entirely removed during severe erosion episodes in the early 1970s and suffered differential erosion in 1996/97. North of the Stream duneline fluctuations of 15 to 20m occur. Between Wainui and Hamanatua Streams 15m of retreat occurred during the severe storm of July 1955 (Gibb 1981a) and along Northern Wainui Beach up to 15 m retreat occurred during the severe storm of July 1978.

The GIS was used at TDC to determine volumes of dune sand involved in maximum short-term duneline fluctuations and storm cuts along Wainui Beach. Volumes were calculated above MSL at specific sites for which evidence existed, between the 1999 duneline position and the ground surface recorded on the 1999 Aerial Survey. The following volumes were calculated; Tuahine Crescent to Wainui Stream = 105m3/m length of duneline; Wainui Stream to Wainui School = 110m3/m; Wainui School to Hamanatua Stream = 155m3/m; Northern Wainui Beach = 110m3/m. Note that these volumes are confined to the foredune and are calculated independently of the beach volumetric changes.

There has been a minimum of 11 significant erosion events over approximately the last 60 years (1940-2000) of which at least 3 caused short-term retreat of the foredune of about 15-20m along Wainui beach that was not associated with erosion from the Hamanatua Stream. This would suggest that major localised short-term erosion events have a return period of approximately 20 years at Wainui Beach, with a 5% annual exceedance probability (5% AEP), a 92% AEP of being reached and exceeded over 50 years, and a 99% AEP over 100 years (Gibb 1998).

4.5. SHORE PLATFORM EROSION RATES

Retreating seacliffs bordered by extensive intertidal wave-cut shore platforms are part of the natural character of the Gisborne District coast. Shore platforms have three main morphological elements: the plane, ramp, and seacliff. The seacliff retreats by backcutting and the plane and ramp are lowered by downcutting. Shore platforms extend around both Makorori and Tuaheni headlands where the seacliffs are retreating by backcutting at average rates of -0.2 to -0.3 m/year. Both the plane and ramp are evident around these headlands. The plane is the near horizontal part of the platform that has reached an



37

equilibrium level between MSL and MLWS and is either flat or slopes very gently seawards notwithstanding net uplift of 1.5 to 3.0m/ka. In places, erosion resistant sandstone strata form ramparts that are higher in elevation than the plane, but are generally covered at high tide. The planes are dissected by numerous channels along areas structurally weakened by fractures and minor faulting. A geologic downcutting rate of 1.5-3.0mm/year may be inferred from the tectonic uplift rates as the platforms tend toward an equilibrium position close to sea-level.

At the landward edge of the plane there is a marked steepening of gradient between the plane and the seacliff. This area is termed the ramp and is generally covered by mobile beach sediment ranging from sand to gravel. Short-term downcutting rates for the Late Tertiary siltstone-sandstone ramp at southern Wainui Beach near Tuahine Crescent were determined from Groyne 27 which was built in late 1975. When constructed, the base of the concrete groyne was flush with the level of the shore platform. In December 1992, the base was measured to be 100 to 150mm above the platform level, indicating downcutting rates of 6 to 9mm/year over the 17-year period. When observed in March 2001 cracks were observed in the concrete groyne suggesting that the reducing platform level was weakening the rigid structure.

The short-term localised rates of 6-9mm/year by Groyne 27 are considerably greater than the inferred geologic downcutting rates of 1.5-3.0mm/year. The localised rates, therefore, cannot be considered representative of the overall net downcutting rate for the platforms. Direct measurements against an array of steel pins placed in the Tuaheni Point platform by GDC indicate downcutting rates of 1-2mm/year (Dave Peacock, GDC, pers. comm. 2001). The preliminary measured rates are in good agreement with the inferred geologic rates.

For Northern Tokomaru Bay, short-term downcutting of the shore platform ramp at average rates of 27 mm/year (Gibb 1981b) had resulted in sections of concrete seawall similar to Groyne 27 collapsing 15 to 20 years after construction. Considerable turbulence set up by reflecting waves off the seawall at high tide had kept the platform ramp bare of the protective sand cover and allowed locally-derived gravels to act as corrosive agents abrading the platform ramp. Depending on the amount of sand and gravel cover, the same erosion process can be observed at southern Wainui Beach in front of the longitudinal protection works south Tuahine Crescent constructed on Late Tertiary sedimentary rock.

4.6. SEA FLOODING

Contributing factors to potential flooding of coastal land by the sea include; sea-level rise (SLR), storm wave runup (SWRU), and tsunami wave runup (TWRU). Flooding from the sea on the coastlines of New Zealand generally occurs when sea-level is "super-elevated" instantaneously by storm tides, storm wave runup and tsunami.

4.6.1. HISTORIC SEA-LEVEL RISE

It is widely recognised that the cumulative effects of sea-level rise (SLR) can be a major contributing factor to the coastal hazards of erosion and flooding from the sea (Bruun 1962, 1983; Hicks 1990). According to Hannah (1990a), average MSL has risen around New Zealand at about 170mm/century since about 1900, with residual rates ranging from 120mm/century at Auckland up to 240mm/century at Lyttelton. More recently, Bell et al. (2001) updated the analysis for Auckland to determine a net rate of SLR of 1.4mm/year for the period 1899-2000. Port of Auckland is supposedly New Zealand’s most accurate long-term tide gauge record (Bell et al. 2001).



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For Gisborne, an indicative rate of SLR of 230mm/century was tentatively determined for the period 1926 to 1990 from sparse tidal data from the Port of Gisborne by the Department of Survey and Land Information, Gisborne, (Radcliffe 1993). The tide gauge is sited in an area subject to episodic tectonic uplift at a net rate of 1-2m/ka (Berryman et al. 2000) during large earthquakes, yet still records a relatively rapid rate of local relative SLR comparable with that of 240mm/century further South in Lyttelton where there is evidence of net tectonic downdrop (Gibb 1980; 1986).

These results may suggest possible interseismic subsidence between major earthquakes of the order of 60-100mm/century for the Gisborne Harbour area which may or may not extend to Wainui Beach. The results may also suggest a component of slow sinking of the tide gauge within the Harbour up to 1mm/year. Therefore, the relatively high rates of SLR should be treated with caution when applying them to Wainui Beach. The very reliable net historic rate of SLR of 1.4mm/year from Auckland between 1899-2000 may be more applicable to Wainui Beach as a minimum rate.

4.6.2. FORECAST SLR AND CLIMATE CHANGE

In 1988, the Intergovernmental Panel on Climate Change (IPCC) was established by the World Meteorological Organization (WMO) and the United Nations Environment Programme (UNEP). IPCC was charged with assessing the most recent scientific, technical and socio-economic research on climate change, including actual and potential global SLR. IPCC produced major assessment reports in 1990, 1995 and 2001. Their most recent Third Assessment Report (IPCC 2001), was compiled over 2.5 years by 122 lead authors and 515 contributing authors, and was reviewed by 420 specialists (Bell et al. 2001).

Figure 15 shows the projected SLR up to 2100 by the IPCC (2001) with respect to the Auckland trend since 1899. In response to a projected increase in global surface air temperature of 1.4 to 5.80C by 2100, global MSL is projected to rise 90 to 880mm between 1990 and 2100. The “most likely” mid-range projections are 140-180mm above 1990 levels by 2050, and 310-490mm by 2100 (IPCC 2001). Figure 15 indicates a forecast acceleration in SLR from about 1.3mm/year (1899-1990) to about 3.6±0.9mm/year (1990-2100) in response to global warming from an enhanced Greenhouse Effect.

Apart from sea-level rise there are other impacts forecast by the IPCC (2001a, 2001b) that could adversely affect the coastlines of New Zealand including Wainui Beach. The extent and severity of storm impacts, including storm-surge floods and storm-induced erosion will increase as a result of climate change. There is likely to be an increase in both tropical cyclone and mid-latitude storm peak wind and precipitation intensities and concomitant wave heights. Higher maximum temperatures and intensified droughts and floods associated with El Niño events are likely as the climate changes to a more El Niño-like average state (IPCC 2001b).



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• Figure 15: IPCC-2001 projections of global SLR with respect to the historic Auckland trend since 1899. The “most likely” range of SLR contrasts with the least likely estimates shown as light coloured zones (Adopted

from Bell et al. 2001, fig.10).

4.6.3. STORM WAVE RUNUP (SWRU)

Storm wave runup (SWRU) is the resultant of the combination of astronomical tides, barometric pressure set-up, wind set-up, wave set-up and wave runup above the elevated still water level. SWRU is produced by the combination of a storm surge plus dynamic wave set-up and runup. A storm surge is the resultant of the combination of barometric set-up and wind set-up and typically reaches 0.5 to 1.5m above predicted tide level in New Zealand during severe events.

Maximum SWRU levels are produced by the complex interaction of the wind, the sea, the seabed topography, and the configuration of the coast. During a severe storm, SWRU will extend furthest inland for a period of one to two hours during high tide. Between East Cape and southern Hawke Bay, maximum historic SWRU levels were measured from driftwood levels, ranging from 3.0 to 7.5 m above MHWS (Gibb 1994a; 1995). For Wainui Beach, Komar (1996) has tentatively estimated SWRU levels above MSL of 5.2m for a major storm, 6.1m for a 50-year return period storm, 7.2m for a 100-year storm, and 8.3m for a major cyclone (Gibb 1998).

Patterson (pers. comm. Dec. 1997, WBM Oceanics Australia) estimated a SWRU level of 6.9m for Wainui Beach for a significant deep-water wave height of 7m. At Wainui



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Beach, SWRU levels of 4.1m above MSL were surveyed by East Cape Catchment Board during the winter of 1976. Similar levels between 4.0 and 4.5 m were surveyed by Gisborne District Council following moderate wave storms in June 1994 and June 1996 from estimated offshore swell heights of 4 to 5m. As a rule of thumb, these observations indicate a close correlation between SWRU levels and offshore swell heights at Wainui Beach, i.e. offshore swell heights of 7 to 9m would produce SWRU elevations of 7.2 to 8.3m.

4.6.4. TSUNAMI WAVE RUNUP (TWRU)

Tsunami are waves with an extremely long wave length that originate from large short-duration submarine disturbances such as faulting, landslides, volcanic eruptions, or possibly from earthquake vibrations. They have a small wave height in the open ocean which increases dramatically on reaching shallow water (Gibb and Aburn 1986). Locally, New Zealand tsunami may be generated by earthquake dislocation, earthquake-initiated submarine and coastal landslip, submarine sediment slumps or volcanic eruptions (Downes et al. 2000).

Tsunami data available in New Zealand are sparse and generally only from populated areas. A review of such data by de Lange and Healy (1986) showed that those locally generated are potentially larger than distantly generated tsunami and therefore, pose the greatest inundation hazard. Although most parts of New Zealand were found by de Lange and Healy to have experienced tsunami, the Bay of Plenty-East Coast-Wellington regions were found to be the most sensitive with up to 9 tsunami being recorded in the Bay of Plenty during the period 1840 to 1982 and a minimum of 6 along the Gisborne to Tatapouri coastline being recorded over the 142-year period (Gibb 1995).

Of the 6 tsunami events recorded between 1840 and 1982 (de Lange and Healy 1986), the event of 26 March 1947 was by far the most significant and has been described by Eiby (1982a & b) and in early reports in the Gisborne Herald. There is speculation over the likely causes of this relatively large, locally generated tsunami. According to Eiby, mud volcanism associated with a diapiric intrusion on Aerial Banks about 10 nautical miles east of Wainui Beach, initiated the March 1947 tsunami after a Magnitude 5.9 earthquake shook the Gisborne District.

Recent work by Downes et al. (2000) indicate that the epicentre for the March 1947 earthquake was 27-32nm offshore and within 5-8nm of the Hikurangi Trough. The epicentre coincides with a past submarine slump location, suggesting a possible, but yet unproven, submarine landslide source for the March 1947 tsunami (Downes et al. 2000). Aerial Banks which border a Plate Boundary between the Australian and Pacific Plates, are tectonically active suggesting the area has a high probability of generating further tsunami. Equally, Hikurangi Trough delineates the Plate boundary and the flanks are characterised by many old submarine landslides which would also have had the potential to generate large tsunami similar in magnitude to the 1947 event.

According to the Gisborne Herald of 26 March 1947, the tsunami adversely affected both Poverty Bay and Wainui Beach. In Gisborne Harbour, "three large surges of approximately 12 feet" occurred. At Kaiti Beach, "the water swirled up around the base of the Cook Monument and over the road. The water entered baches on the road level at the far end of Kaiti Beach, and it is believed a small amount of structural damage was caused". The base of the Monument is 3.5 m above MSL and the road level at Kaiti Beach is 3.1 to 3.7m (Gibb 1995).



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The Gisborne Herald graphically describes the effect of the 1947 tsunami at Wainui Beach where; "Both ends of the beach where the road slopes down a little received the worst impact". At Wainui Stream a house on the north side "suffered considerably" with the bank being "partly washed away" and the water "mounting it, sweeping away the fence and entering the house". Further north, "a caravan on the lawn was lifted into the air, completely switching around, and thrown on to a fence. A wireless pole and fence were washed down". At Okitu (Hamanatua) Stream the Wainui Surf Club's hut was knocked over with the water passing "right through the hut, forcing open the doors, travelling for some 50 yards up the bank behind, and then rushing back through the shed, bringing with it all manner of debris" (Gibb 1995). On the basis of these observations a tsunami wave runup height of ≥10 m above MSL for Wainui Beach was adopted by Gibb (1995).

Although the crest height of the foredune is mostly above this level there are many areas, especially around the Wainui and Hamanatua Streams and the Stock Route, where elevations are lower and the land is potentially at risk from similar magnitude tsunami and to a lesser extent SWRU. Tsunami penetration would be greatest in the catchment area of the Wainui Stream where, depending on the magnitude of TWRU, the sea could temporarily extend landward for several kilometres.

4.7. WAINUI SAND BUDGET

The total sand budget available for Wainui Beach is unknown. The unknowns include the total volume of sand stored in the dunes, beach and nearshore seabed, supply and loss rates to that system, and the various seasonal onshore-offshore and alongshore paths for sand transport. The three possible states for the Wainui Sand Budget include negative (sand loss exceeds supply), positive (sand supply exceeds loss), and dynamic equilibrium where sand supply equals loss.

Compelling geologic and historic evidence for a long-term trend of very slow shoreline retreat at Wainui Beach suggests a negative sand budget from a long-term net loss of sand. Previous crude attempts have been made to quantify the inferred sand loss. Based on an analysis of repetitive surveys at 14 beach profile sites, Gibb (1993) determined a net loss of sand from the 4.2km-long foredune of about 77,200m3 between July 1973 and October 1992, at about 4010m3/year. Of this volume, about 80% was supplied from Northern Wainui Beach and the remainder from South of the Hamanatua Stream (Gibb 1993). In 1998, the rate of loss of sand from the foredune was reviewed to produce an estimate of 1000 to 5000m3/year (Gibb 1998).

In 2001, Air Logistics Ltd undertook an analysis of volumetric change to the 4.2km-long Wainui Beach foredune for the period 1942-1999. A 3-dimensional DTM surface was built by digital photogrammetry over the beach area from both the 1999 and 1942 aerial photography. A least squares adjustment was then applied to take out the height discrepancy between the 2 models before undertaking a ‘cut-and-fill’ calculation. The result of this was a very tight correlation between the 1942 and 1999 surfaces in the areas where there were minimal expected changes in height over the 57 years. The main variations were found to be along the foredune complex.

In total, 467,437m3 of erosion and 149,932m3 of accretion were found to have occurred along the 4.2km-long Wainui Beach foredune from 1942 to 1999. For accretion, 78% occurred along Southern Wainui Beach and the balance North of the Hamanatua Stream. Part of the accretion to the South included the 0.75km-long incipient foredune and part



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included a carpark. The incipient foredune mostly accumulated from 1982 onwards after the severe erosion phase in 1974 (Gibb 1993).

The analysis by Air Logistics Ltd revealed that over the 57-year period (1942-1999), there was a net loss of sand of 317,505m3 from the foredune at a net rate of 5,570m3/year. Of this loss, 95% occurred North of the Hamanatua Stream and the remainder to the South. These findings are in good agreement with those estimated previously, confirming that the Wainui Beach sand budget is in a negative state with net losses of the order of 5,000 to 6,000m3/year. The net loss is contributing to very slow shoreline retreat.

4.7.1. BEACH CYCLES

Wainui Beach has been monitored since 3 July 1973 at 14 beach profile sites every one to 7 months. Along a 50m by 4,000m strip, a mean sand volume above low water of approximately 580,000 m3 has been determined. A minimum volume of 430,000m3 was recorded in July 1978 and a maximum of 730,000m3 in March 1998. The minimum resulted from prolonged onshore winds and steep waves, particularly from the 18-20 July 1978 severe Tasman Depression (970hPa). The minimum volume was only slightly lower than a minimum that occurred during the 1974 winter under similar conditions. The maximum volume occurred during prolonged low flat swells and offshore winds during the severe 1997-1998 El Niño climate phase. The 1997-98 maximum volume was only slightly higher than a maximum that occurred during the 1981-1983 severe El Niño (Gibb 1998).

Over the 25-year period of analysis (1973-1998), seasonal and annual beach cycles involving 50,000 to 250,000m3 of sand movement have occurred. Low beach levels generally occur in winter and high beach levels in summer. The fluctuating sand volume since 1973 has revealed a beach in dynamic equilibrium with no apparent gain or loss of sand to the beach. There is some evidence of a long-period cycle affecting beach volumes moving from a negative phase in the mid to early 1970s through to a generally positive phase in the 1980s and 1990s. A narrow beach promotes duneline erosion whereas a wide beach protects the duneline from erosive events.

Beaches are known to respond to conditions produced by climatic cycles of different frequencies that occasionally resonate in phase to produce extreme effects such as severe localised erosion or landslip. Two well-known climate cycles are the aperiodic El Niño-Southern Oscillation (ENSO) phase which occurs about every 2 to 7 years, and the Interdecadal Pacific Oscillation (IPO) which provides climate regimes that last 20 to 30 years or so with rapid transitions (Bell et al. 2000).

In New Zealand, a positive IPO appears to enhance El Niño resulting in lowering sea-levels and sea surface temperatures, less storminess and net beach accretion along the East coast. In contrast, a negative IPO appears to enhance La Niña resulting in higher sea-levels and sea surface temperatures, more storminess and net beach erosion along the East coast (Gibb 2001). Positive IPO phases occurred in 1922-1944 and 1976-1998 and negative phases in 1890-1922 and 1944-1976 (Bell et al. 2000). Existing knowledge of shoreline movements at Wainui Beach indicates significant duneline and cliffline retreat between 1942 and 1976 and relatively less retreat between 1976 and 1998. In 1997-1998, the IPO switched to a negative phase thus providing favourable conditions for both duneline and cliffline retreat over the next 20 to 30 years at Wainui Beach.



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The fact that the beach sand volume has remained almost constant since 1973 on a retreating coastline like Wainui suggests that the potential shortfall in beach sand volume is made up by periodic supply from erosion of sand stored in the 4,000 year old tectonically uplifted foredune. The loss of about 5,000 to 6,000m3/year of sand from the main foredune is proof of a long-term net negative sediment budget at Wainui where losses of sand exceed supply. A negative sand budget is consistent with the mineralogy of the beach sand which requires periodic large volcanic eruptions of sand sized material from the Central Volcanic Zone to offset natural sand losses.

On an open-exposed eroding coastline like Wainui Beach it is quite reasonable to expect a net sand loss between infrequent large volcanic eruptions. These findings indicate the importance of recognising that the ancient main foredune on which much of the beachfront houses are placed, is an important supply source of sand to sustain the 4.2km-long beach at times of erosion and associated loss of sand alongshore and offshore out of the Wainui Beach compartment. If this source were to be locked up by protection works for example, beach replenishment of about 6,000m3 of sand would be required annually to sustain the amenity of Wainui Beach.

4.8. SUMMARY

The complex coastal dynamics of Wainui Beach may be summarised as follows:

i. Wainui Beach is retreating landward very slowly at an average rate of –0.15m/year in direct response to retreat of the supporting headlands of Tuaheni and Makorori Points at an average rate of –0.24m/year, net loss of dune sand at 5,000-6,000m3/year, and net downcutting of shore platforms at about 1-3mm/year.

ii. Erosion processes are very complex and occur when the beach is narrowed at the head of rip current troughs exposing the foredune to seasonal losses of the order of 105-155m3of dune sand per lineal metre of foredune.

iii. Mean beach sand volumes of 580,000±150,000m3 have remained constant since 1973, as the coastline has retreated, owing to the net addition of 5,000-6,000m3 of sand per annum from the retreating foredune offsetting beach sand losses alongshore and offshore.

iv. Tuaheni and Makorori headlands are extremely unstable and landslip prone, the optimum conditions for landslip being the combination of coastal erosion, saturated soil, and vibrations from both earthquakes and heavy breaking surf.

v. Locally generated tsunami along the boundary between the Pacific and Australian Plates, with runup heights reaching and possibly exceeding 10m above MSL, provide a potentially serious hazard with a frequency that has yet to be properly assessed. Owing to the height of the tectonically uplifted foredune, maximum storm wave runup elevations of 7 to 8m do not pose the same potential hazard as tsunami.

vi. Although episodic large earthquake events every 300-1,500 years accompanied by coastal uplift result in instantaneous coastal advance, between such events local relative sea-level rise at 130-230mm per century contributes significantly to erosion.



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vii. Climate change and projected global sea-level rise of 310-490mm by 2100 will enhance both erosion and landslip along Wainui Beach progressively increasing hazard risk to beachfront property and assets this century and beyond.

viii. The geologic process of very slow shoreline retreat and landslip at Wainui Beach is irreversible and will continue into the foreseeable future, possibly accelerating over the next 20 to 30 years with a switch to a negative IPO in 1997-98, becoming worse during the passage of this century owing to the effects of climate change.



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PART III – CHZ REVIEW

5. NATURAL COASTAL HAZARDS

A natural hazard is defined by Varnes (1984) as the “probability of occurrence within a specified period of time and within a given area of a potentially damaging natural phenomenon”. According to S.2 (RMA-91), such phenomena include;

“any atmospheric or earth or water related occurrence (including earthquake, tsunami, erosion, volcanic and geothermal activity, landslip, subsidence, sedimentation, wind, drought, fire, or flooding) the action of which adversely affects or may adversely affect human life, property, or other aspects of the environment”.

Although the term ‘adverse effects’ is not precisely defined in the RMA-91, under S.3 the term may mean;

“any temporary or permanent effect; any past, present, or future effect; any cumulative effect which arises over time or in combination with other effects regardless of the scale, intensity, duration or frequency of the effect. Any potential effect of high probability and any potential effect of low probability which has a high potential impact”.

6. 2001 WAINUI BEACH CHZ

Both the 1995 and 2001 Wainui Beach CHZ’s identify land that “is or is likely to be subject to” (S.106, RMA-91) the identified hazards of marine erosion and flooding, and landslip. In total therefore, the CHZ incorporates a Coastal Erosion Hazard Zone (CEHZ), a Coastal Flood Hazard Zone (CFHZ), and a Coastal Landslip Hazard Zone (CLHZ). GIS plots of the 2001 Wainui Beach CHZ are provided in Appendix III.

6.1. CEHZ ASSESSMENT

Set out below are the same factors used to assess the 1995 Wainui Beach CEHZ, that were used to assess the 2001 Wainui Beach CEHZ:

R = Rate of long-term (historic) trend of net shoreline advance, retreat or dynamic equilibrium (m3/m).

Smax = Volume of sand involved in maximum potential short-term duneline fluctuations (m3/m).

F = Safety factor that is expressed on a scale from 1.0 (0%) to 2.0 (100%).

T50 = Planning horizon up to 2050 A.D. (years).

T100 = Planning horizon up to 2100 A.D. (years).

X = Rate of shore retreat (m/year) from local relative sea-level rise (SLR) calculated by the



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X = la Eqn [1]

h + d

Where: a50 = Rate of local relative SLR up to 2050 (m/year).

a100 = Rate of local relative SLR up to 2100 (m/year).

d = Average closure depth below MSL (m).

h = Height of foredune above MSL (m).

l = Horizontal distance from the crest of the foredune to the contour representing the closure depth (m).

D = Eventual stable angle reached by the eroded dune scarp as determined directly by measurement from GDC profiles.

The GIS model used the following empirical equation incorporating the above factors to assess the extent of a Coastal Erosion Hazard Zone (CEHZ), and Risk Zones within the CEHZ, where:

CEHZ = [(Smax + D) + (X50 + R) T50 + (X100 + R) T100] F Eqn [2]

Factor S: For S, the following parameters were adopted for the GIS model from measurements.

105m3/m - Tuahine Crescent to Wainui Stream.

110m3/m - Wainui Stream to Wainui School.

Northern Wainui Beach from Hamanatua Stream.

155m3/m - Wainui School to Hamanatua Stream.

Factor D: For D, the following parameters were adopted from measurements.

400 - Southern Wainui Beach from Hamanatua Stream.

330 - Northern Wainui Beach from Hamanatua Stream.

Factor R: For R, the following shoreline surveys were adopted for the GIS model to quantify the long-term trend of erosion of the main foredune.

1942-1999 - Tuahine Crescent to Wainui Stream.


1942-1982 - Wainui Stream to Hamanatua Stream.

Factor X: For X, the following parameters were adopted for the Bruun Rule.

a50 - 0.00267 – 0.0013 = 0.00137m/year.

a100 - 0.00364 – 0.0013 = 0.00234m/year



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d - -10m MSL.

l - Measured by GIS model from the 1999 dunecrest to the 1999 -10m depth contour.

h - Measured by GIS model from the 1999 DTM to decimetre accuracy.

Note that the mid range IPCC-2001 most likely SLR projections of 160mm and 400mm above 1990 sea-level were adopted for 2050 and 2100, respectively. The historical Auckland value for 1899-1990 of 130mm was subtracted from the IPCC-2001 values to avoid double counting as Factor R already includes the effects of historical SLR of at least 130mm (1.3mm/year).

Factor T: For T, the following parameters were adopted.

T50 - Planning horizon of 50 years (2000-2050).

T100 - Planning horizon of 100 years (2000-2100).

Factor F: For F, the present GIS model adds the Safety Factor to the dune volume adopted for Factor S to determine F. For F, a value of 50% (1.5) was adopted to produce the following parameters.

105 x 1.5 = 158m3/m - Tuahine Crescent to Wainui Stream.

110 x 1.5 = 165m3/m - Wainui Stream to Wainui School.


155 x 1.5 = 233m3/m - Wainui School to Hamanatua Stream.

Appendix III has GIS maps produced by GDC showing the extent of the CEHZ along Wainui Beach.

6.2. CLHZ ASSESSMENT

For Wainui Beach, the CLHZ applies to both Tuaheni and Makorori Points over a total length of coast of approximately 2km. In this review, the CLHZ assessed in 1995 was found to adequately identify land that “is or is likely to be subject to” adverse effects from coastal landslip hazard. The only changes made to the 1995 Wainui Beach CLHZ were at the North and South ends of Wainui Beach where the 1995 CLHZ was spliced on to the 2001 CEHZ using GDC’s GIS. In the light of recent landslip (see Figure 14) some adjustments were made to the 1995 CLHZ near Tuahine Crescent.

The following equation was adopted in 1995 (Gibb 1995) and in this study to assess the extent of the CLHZ for the unstable seacliffs and coastal hillslopes of weathered and deformed Late Tertiary sandstone-siltstone rocks along both Tuaheni and Makorori Points:

CLHZ = [S + R.T]F Eqn [3]

Where; S = Extent of seaward slope subject to slope failure (m).

R = Rate of long-term (historic) retreat of cliffline (m/year).



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T = Planning horizon up to 2100.

F = Safety Factor of 1.3 (30%)

(Adapted from Gibb 1995)

Appendix III has GIS maps produced by GDC showing the extent of the CLHZ around Tuaheni Point and most of Makorori Point. Both headlands are fully encompassed by the CLHZ, as they are entirely susceptible to actual and potential landslip hazard this century.

6.3. RISK ZONATION

The term “risk” is where “a given element or set of elements is exposed to chance of injury or loss from the occurrence of a natural hazard” (Sykes 1984; Varnes 1984). Risk Zonation refers to the division of the land surface into areas and the ranking of these areas according to degrees of actual or potential hazard from natural phenomena. It does not necessarily imply legal restriction or regulation by zoning ordinances or laws (Varnes 1984).

As for the 1995 CHZ assessment for Wainui Beach, the 2001 assessment adopted the same structure of risk zonation for both the CEHZ and CLHZ. The CEHZ was subdivided into Extreme, High and Moderate Risk Erosion Zones and a Safety Buffer Zone. The CLHZ was subdivided into Extreme and Moderate Risk Landslip Zones and a Safety Buffer Zone.

The Extreme Risk Erosion Zone (EREZ) lies adjacent to the coast along the 4.2km-long Wainui Beach and encompasses the area that “is or is likely to be subject to” adverse effects from short-term duneline fluctuations and storm cuts. The EREZ includes Factors S and D, encompasses most of the foredune complex and has a high probability of being adversely affected at any point in time but more particularly during a 20 to 30 year-long negative IPO phase. The EREZ ranges in width from about 20 to 45m along Wainui Beach being widest just South of the Hamanatua Stream where it includes the recently accumulated incipient foredune, a temporary feature.

The Extreme Risk Landslip Zone (ERLZ) lies adjacent to the coast along both Tuaheni and Makorori Points and encompasses land that “is or is likely to be subject to” slope failure at any point in time. The ERLZ ranges in width from about 50 to 300m along Tuaheni and Makorori Points.

The High Risk Erosion Zone (HREZ) lies adjacent and landward of the EREZ and encompasses the area that “is likely to be subject to” a net shoreline retreat from the combination of a mid-range “most likely” SLR of 0.16m above 1990 levels by 2050 A.D., and any historical long-term retreat. The HREZ encompasses the period from the present to 2050 A.D., and has a high probability of being adversely affected at any time over the next 50 years. The HREZ ranges in width from 0 to 25m along Wainui Beach being widest where there is a relatively higher historical long-term erosion rate coupled with forecast erosion from sea-level rise. Where there is no HREZ, just South of the Hamanatua Stream, the historic rate of net accretion (1942-1982) has neutralised the predicted erosion from sea-level rise.

The Moderate Risk Erosion Zone (MREZ) lies adjacent and landward of the HREZ and encompasses the area that “is likely to be subject to” a net shoreline retreat from a



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predicted mid-range “most likely” SLR of 0.40m above 1990 levels by 2100 and any historical long-term retreat. The MREZ encompasses the period from 2050 to 2100, and ranges in width from 0 to 30m along Wainui Beach being widest in the area of the greatest historic erosion coupled with forecast erosion from sea-level rise. Where there is no MREZ the historic rate of accretion has neutralised predicted erosion from SLR.

For both Makorori and Tuaheni Points, the Moderate Risk Landslip Zone (MRLZ) lies adjacent and landward of the ERLZ and encompasses the area that “is likely to be subject to” net retreat of the seacliffs coupled with landslip over the next 100 years. As the Bruun Rule does not apply to seacliffs no provision was made for the effects of SLR and there is no HRLZ. The MRLZ ranges in width from 10 to 50m being widest where there is a relatively higher rate of historical seacliff retreat.

The Safety Buffer Zone (SBZ) lies adjacent and landward of the MREZ and the risk to elements within this zone is considered to be relatively low. The SBZ ranges in width from 4 to 10m along Wainui Beach and 10 to 90m along Tuaheni and Makorori headlands. Landward of the SBZ, the risk from the identified natural coastal hazards of marine erosion and landslip is considered here to be very low until after the year 2100.

6.4. CFHZ ASSESSMENT

The CFHZ is limited to those low-lying areas along the 4.2km-long Wainui Beach where the hinterland “is or is likely to be subject to” temporary inundation from either storm wave runup (SWRU) or tsunami wave runup (TWRU). Based on the work of Komar (1996), maximum SWRU elevations of 7-8m above MSL are adopted in this study for Wainui Beach. These elevations approximate a severe wave storm with a return period of approximately 50-100 years. These elevations are higher than the 6m suggested for the 1995 Wainui Beach CHZ (Gibb 1995) but are based on better information.

For TWRU, no new information on maximum potential tsunami and frequency of such events has become available since the 1995 CFHZ assessment. For the 1995 assessment, Gibb (1995) adopted a maximum TWRU value of 11m above MSL, based on the well-reported 26 March 1947 event. Although there is a high probability that further tsunami will be generated from the same local source area as the 1947 event, little is known about the potential frequency or magnitude of such events. Size and frequency of tsunami generating slope failures along the Pacific-Australian Plate boundary are not known at this point in time. Maximum TWRU elevations of 10-11m above MSL are adopted in this study as a potential scenario rather than a definitive forecast on the basis of the locally generated March 1947 event.

The Wainui Beach area was contoured at 0.5m intervals by Air Logistics in 1999. The contours provide the basis for determining the CFHZ as scenarios. In this study, the 10 and 11m contours were identified on GDC’s GIS as a scenario to explore how much land would be at potential risk from a tsunami of this magnitude.

For Northern Wainui Beach, a 10-11m tsunami wave, which is significantly higher than maximum potential SWRU of 7-8m, would inundate parts of Moana Road (SH-35) but would not reach any of the residential properties on the landward side of the road. Most of the flooding would be confined to the sand dunes seaward of Moana Road which are a public reserve.



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For Southern Wainui Beach, the situation is different. Both the Hamanatua and Wainui Streams would act as conduits for tsunami. Although much of the foredune complex exceeds 10m, flooding would occur along Northern Wairere Road including the adjacent residential properties. Around Wainui Stream, flooding would extend across all the roads and residential properties along most of Pare Street, Murphy Road, Tuahine Crescent, Cleary Road and Lloyd George Road. Depending on the number of tsunami waves generated by a particular event, flooding could extend several kilometres inland in this area as it is less than 10m above MSL. Tsunami flood hazard is probably more appropriately dealt with as a Civil Defence matter.

7. DISCUSSION

In general, the review of the 1995 Wainui Beach CHZ has resulted in a reduction in width of the CEHZ and some changes to the CFHZ parameters and no change to CLHZ widths. Table 6 highlights the differences between the 1995 and 2001 CEHZ assessments along Wainui Beach at each of the 15 GDC Beach Profile monitoring sites.

Table 6 shows that the 2001 Wainui Beach CEHZ ranges in width from 35 to 83m, generally averaging 53m. In comparison, the 1995 Wainui Beach CEHZ ranges in width from 53 to 114m, generally averaging 91m. Although the same methods were used for both assessments, the significant reduction in CEHZ widths between 1995 and 2001 can be explained by the use of different parameters for some of the factors (Table 6).

Potential erosion from sea-level rise (Factor X) is virtually halved from 1995 to 2001, mostly because of a significant reduction in the rate of local relative SLR (Factor a, Table 6). The reduction has resulted from both a reduction in forecast global SLR by the IPCC from mid-range values of 0.66m in 1990 to 0.40m in 2001, and better data from the Auckland tide gauge recognised as the most reliable record in New Zealand. Otherwise, the other factors used in the Bruun Rule to assess Factor X in 1995 and 2001 are remarkably similar (Table 6). Both the closure depth (Factor d) and dune heights (Factor h) were re-surveyed during the 2001 review showing excellent agreement with the parameters measured in 1995.

Actual erosion (Factor R) is generally reduced as well in the 2001 assessment as a result of a number of factors. The reduction in erosion rates reflects firstly, the effects of property protection works along Southern Wainui Beach slowing erosion rates, secondly, the general trend of beach accretion during the positive IPO phase (1976-1997), and thirdly, the very precise photogrammetric techniques used by Air Logistics Ltd to fix the exact position of dunelines in 1942, 1965, 1982 and1999.

The Safety Buffer Zone (Factor F) is significantly reduced also as a result of the workings of the GIS model. The model takes the topography into account in assessing both the Extreme Risk Erosion Zone (Factors S + D) and the Safety Buffer Zone (Factor F). In general, the review was worthwhile as the 2001 CHZ assessment is far more precise than the 1995 assessment being based on a much higher quality of data for each of the parameters used for the review and a GIS computer model that takes all the parameters into account every 4m along Wainui Beach.



51

GDC PROFILESFACTORS 1 2 3 4 5 6 7 8 8A 9 10 11 12 13 14

a 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234 0.00234l 770 790 800 800 800 780 730 630 620 580 580 500 600 620 740h 12.0 7.0 6.4 4.8 10.5 10.5 9.6 11.1 11.9 10.8 16.1 13.7 10.5 10.5 8.6d -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0

2001 X -0.08 -0.11 -0.11 -0.13 -0.09 -0.09 -0.09 -0.07 -0.07 -0.07 -0.05 -0.05 -0.07 -0.07 -0.09R -0.18 -0.14 -0.12 0.05 0.00 0.00 -0.35 -0.08 0.35 -0.07 -0.16 -0.25 -0.25 0.00 -0.11T 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100

(X+R)T 26 25 23 8 9 9 44 15 0 14 21 30 32 7 20S+D 23 22 22 26 20 21 30 28 45 28 28 26 24 29 27

F 4 6 8 10 6 6 9 9 8 7 4 6 6 10 72001 CEHZ 53 53 53 44 35 36 83 52 53 49 53 62 62 46 54

a 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046l 750 800 850 800 750 650 600 600 600 550 550 550 600 650 700h 12.0 8.0 5.5 4.5 10.5 10.5 9.5 10.5 10.5 10.7 7.0 12.0 9.1 10.5 8.0d -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0 -10.0

1995 X -0.16 -0.2 -0.25 -0.25 -0.17 -0.15 -0.14 -0.14 -0.14 -0.12 -0.15 -0.12 -0.14 -0.15 -0.18R -0.39 -0.26 -0.22 -0.1 -0.18 -0.14 -0.06 0.08 -0.24 -0.37 -0.1 -0.35 -0.26 -0.37 -0.37T 105 105 105 105 105 105 105 105 105 105 105 105 105 105 105

(X+R)T 58 48 49 37 37 31 21 6 40 52 26 49 42 55 58S+D 27 22 20 18 27 25 35 35 40 32 33 33 27 32 30

F 25 21 21 17 19 16 17 12 24 25 18 25 21 26 261995 CEHZ 110 91 90 72 83 72 73 53 104 109 77 107 90 113 114

• Table 6: Comparison of 1995 and 2001 CEHZ widths at GDC Beach Profile sites 1 to 14 along Wainui Beach. 1995 data from Gibb (1995, table 7). Bruun Rule was used to calculate X = erosion from SLR; R = long-term erosion rate; S + D = Maximum short-term duneline fluctuation or storm cut; F = Safety Factor; T = Planning horizon of 100 years; CEHZ = [(X+R)T+S+D]F.



52

8. CONCLUSIONS

1. The review of the 1995 Wainui Beach CHZ was timely and successful and has resulted in a significant reduction in width of the Coastal Erosion Hazard Zone (CEHZ) along the 4.2km-long Wainui Beach, virtually no change in width of the Coastal Landslip Hazard Zones (CLHZ) along both Tuaheni and Makorori Headlands along about 2km of coast, and small changes to the parameters for the Coastal Flood Hazard Zone (CFHZ) that affect parts of the 4.2km-long Wainui Beach.

2. The CFHZ encompasses storm-wave runup (SWRU) levels up to 7-8m above MSL and tsunami wave runup levels up to 11m. Although there is more certainty about the probable occurrence of maximum SWRU elevations, there is much uncertainty about the frequency and magnitude of TWRU elevations, thus suggesting a scenario approach be adopted for tsunami. The area most at risk from marine flooding is around both the Hamanatua and Wainui Streams, especially the latter.

3. The CLHZ, especially the Extreme Risk Landslip Zone (ERLZ) near Tuahine Crescent, is currently active and could pose a significant risk to some houses along the seaward side of the Crescent at any point in time. At this location, the weathered and disrupted sedimentary strata dip seawards which along with continual coastal erosion provides the ideal conditions for generating slope failure.

4. The significant reduction in CEHZ widths by up to 60% from 1995 to 2001 is due to a significant reduction in forecast sea-level rise (SLR) by the Intergovernmental Panel on Climate Change between 1990 and 2001, very good historical SLR trends from the Port of Auckland tide gauge since 1899, a general reduction in erosion rates and finally, a reduction in the Safety Buffer Zone width reflecting more reliable data and computer based GIS CEHZ assessment techniques.

5. The identified and quantified geological hazards of marine erosion and flooding, and coastal landslip, are irreversible and are forecast in this review to worsen this century placing public and private property and assets at ever increasing risk of damage or destruction along Wainui Beach. It is important for the Wainui Beach community that planning and management approaches take this into account

9. RECOMMENDATIONS

It is recommended that Gisborne District Council, after due consideration of this report and accompanying Coastal Hazard Maps:

i. ADOPT the 2001 Wainui Beach Coastal Hazard Zone between Tuaheni Point and Makorori Point for the purposes of controlling coastal subdivision, use and development and alerting the public of the risks to coastal property from the identified natural coastal hazards of marine erosion and flooding, and coastal landslip.

ii. INCORPORATE the 2001 Wainui Beach Coastal Hazard Zone into Council’s Proposed Regional Coastal Environment Plan and Proposed Gisborne District



53

combined Regional Land and District Plan to replace the 1995 Wainui Beach Coastal Hazard Zone.

iii. PROVIDE for public seminars and open days at Wainui and Okitu to disseminate both the findings of this study and Council’s decisions with respect to managing subdivision, use, and development within the 2001 Wainui Beach Coastal Hazard Zone.

iv. MONITOR and quantify the identified coastal hazards of marine erosion and flooding, and coastal landslip, to the extent that the data collected by Council can be utilised from time to time to review the 2001 Wainui Beach Coastal Hazard Zone.

v. REVIEW the 2001 Wainui Beach Coastal Hazard Zone using similar methods either once every 10 years, OR after occurrence of significant hazardous events such as large storms, tsunami, or large earthquakes, OR after significant changes in global climate change forecasts including potential sea-level rise, by the Intergovernmental Panel on Climate Change.

10. ACKNOWLEDGEMENTS

The following people are gratefully acknowledged for their contribution:

Gisborne District Council:

David Mountfort, District Planner

David Peacock, Asset Manager Rivers and Land Drainage

Simon Jeune, GIS Manager

Mark Cockburn, GIS Analyst

Tauranga District Council:

Tessa Blackett, GIS Analyst

Discovery Marine Limited:

Greg Cox, Managing Director and Hydrographer

Air Logistics (NZ) Limited:

Phil Allen, Managing Director

Jenny Bakker, Sales & Marketing Manager

Both David Mountfort and David Peacock reviewed the last draft of this report.

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Gibb, J.G. 1987: A Coastal Hazard Management Plan for Hokitika. Water and Soil Technical Publication, 29: 44 p.

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Change - The New Zealand Response" seminar. Ministry for the Environment: 52-69.

Gibb, J.G. 1991: Implications of Greenhouse-Induced Sea-Level Rise for Coastal Management. Proceedings of the 10th Australasian Conference on Coastal and Ocean Engineering, Auckland, New Zealand, 2-6 December 1991. 8 p.

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Gibb, J.G. 1994: Initial assessment of Areas Sensitive to Coastal Hazards for selected parts of the Gisborne District Coast. Consultancy report C.R. 94/18 prepared for Gisborne District Council, December 1994. 27p.

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Gisborne. 33p. Gibb, J.G. 1998: Statement of Evidence. Wainui Beach Hearing, Gisborne. Prepared for the Department of Conservation. 37p +

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95(B8): 12,399-12,405.

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1

APPENDIX I

Tables 1-4: Geologic Data (from Appendix II, Gibb 1998)



2

Table 1 (Appendix I) lists 15 radiocarbon dated shoreline features from the study area. Nine of the samples dated are the estuarine intertidal dwelling cockle, Austrovenus stutchburyi, which although occupying the entire tidal flat, extending to about -2 m water depth, is most abundant between Mean Sea Level (MSL) and Mean Low Water Springs (MLWS). Although living in estuarine sediments ranging from coarse sand to mud, the cockle feeds within 2 to 3 mm of the tidal flat surface, does not burrow, and tends to remain within a few centimetres of the same position for its entire 10 to 15-year life. It may be killed by either a rapid influx of fresh water or pure seawater, or by rapid sedimentation (Gibb 1986b). The samples dated were all whole bivalves in "life" position in estuarine silts and are excellent indicators of palaeosea-levels.

Four of the 15 dated samples are from wood of which two were from "submerged" forests north of Hamanatua stream and opposite Tuahine Crescent and two were from twigs and logs exposed in the eroding seacliff at Sponge Bay. Both submerged forests revealed by seasonal erosion of beach sands comprised different sized stumps in growth position on relict gravelly soils overlying the Late Tertiary sedimentary rocks. At Lysnar Domain the ancient stumps ranged in elevation from +1.73 to -1.37 m above MSL and at Tuahine Crescent the stumps occur at about -0.5 to -1.5 m below MSL.

The final two dates (NZ 4433, NZ 7998) are from shell fragments sampled from emerged rounded beach gravels. These deposits represent a high-energy open exposed coastal environment and were probably deposited on the upper foreshore at the time. The Okitu date (NZ 4433) came from beach deposits exposed in a swale between ancient dune belts. The Tuahine date (NZ 7998) came from similar deposits unconformably overlying estuarine silts exposed by sea erosion in the eroding seacliff just south of the Wainui Stream outlet. Both dated beach deposits are conformably overlain by beach and dune sands. Adopted from Gibb (1998 Appendix II, table 1).



3

TABLE 1: Fifteen radiocarbon dated shoreline features from the Wainui Beach-Sponge Bay area. Radiocarbon ages have been calibrated from data

obtained in this study or published in Gibb (1981), Ota et al. (1992) or supplied by Len Brown (pers. comm. 1993). Formation heights have been field checked and corrected in this study with respect to MSL datum. All radiocarbon ages were determined and calibrated by the New Zealand Radiocarbon Dating Laboratory, Institute of Geological & Nuclear Sciences. Depositional environments were determined in this study from radiocarbon dating forms and field checks. Adopted from Gibb (1998).

(1)A.S. = shell species Austrovenus stutchburyi (2)Asterisk indicates samples in life position

LOCALITY NZ 14C

NUMBER

DATED

SAMPLE

FORMATION

HEIGHT

RADIOCARBON AGE DEPOSITIONAL ENVIRONMENT

DATA SOURCE

(m. above M.S.L.) Conventional

Radiocarbon Age

Calibrated Age Range

(95% Confidence interval in years BP 1950)

Okitu 4433 broken shell 8.3 4798 ± 57 5281 - 4927 Beach ridge Gibb 1981 Murphy Road 7998 broken shell 3.2 4190 ± 56 4445 - 4147 Beach ridge This study Radio Mast 6145 shell (A.S.)* 7.6 6588 ± 83 7271 - 6919 tidal flat Ota et al. 1992 Tuahine Cres. 6143 shell (A.S.)* 3.6 7517 ±136 8289 - 7683 up. tidal flat Ota et al. 1992 Hamanatua Stm. 5440 shell (A.S.)* 3.0 7703 ± 377 8637 - 7126 tidal channel Ota et al. 1992 Hamanatua Stm 7992 shell (A.S.)* -14.0 11,423 ± 210 13,574 - 11,807 tidal flat Brown pers.comm.1993 Tuahine Cres. 1881 shell (A.S.)* 3.6 7908 ± 65 8501 - 8192 up. tidal flat Gibb 1981 Tuahine Cres. 7999 tree stump* - 1.0 7346 ± 79 8250 - 7938 coastal forest This study Lysnar Dom. 5099 tree stump* 1.0 8407 ± 103 9494 - 9033 coastal forest Gibb 1981 Sponge Bay 5576 twigs 4.8 7252 ± 91 8181 - 7787 coastal lagoon Ota et al. 1992 Sponge Bay 5573 shell (A.S.)* 2.1 7668 ± 171 8442 - 7775 tidal channel Ota et al. 1992 Sponge Bay 6144 shell (A.S.)* 2.0 7812 ± 77 8404 - 8069 tidal channel Ota et al. 1992 Sponge Bay 6306 shell (A.S.)* 1.7 7863 ± 94 8503 - 8090 tidal channel Ota et al. 1992 Sponge Bay 5574 shell (A.S.)* 2.9 8013 ± 158 8910 - 8126 tidal channel Ota et al. 1992 Sponge Bay 5575 log 2.1 7972 ± 97 9083 - 8512 tidal channel Ota et al. 1992



4

TABLE 2: Textural properties of nearshore sediments off Wainui Beach. Samples were taken by the East Coast Conservancy SCUBA dive team on 6 May 1993 and Stations are shown on Figure 5. All statistical parameters are in phi (Ø) classes (phi = -log2 diameter in mm). Analyses were performed by the Research School of Earth Sciences, Victoria University of Wellington. Adopted from Gibb (1998).

Station Depth (m) Mean Grain

Size Mz

Sorting

σG

Skewness

SkG

Kurtosis

KG

CaCO3

%

Wentworth Size Class Description

5.1 5.2 5.3 5.4

- 8 -10 -12 -15

2.69 2.31 1.13 -1.81

0.56 0.70 1.51 2.65

-0.70 -1.49 -0.83 1.77

5.90 6.55 2.92 10.17

31 47 53 46

Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand Poorly sorted very coarse shelly sand

Very poorly sorted shelly granules

7.7 7.1 7.5 7.2 7.3 7.4

- 5 -10 -12 -15 -20 -25

2.26 2.34 -1.53 3.19 0.56 3.12

0.67 0.52 2.37 0.49 1.27 0.80

-1.47 -1.15 0.88 -0.02 -0.46 -0.62

5.99 6.18 3.84 5.76 3.69 4.68

37 47 38 30 36 13

Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand

Very poorly sorted shelly granules Well sorted very fine shelly sand Poorly sorted coarse shelly sand

Moderately sorted very fine shelly sand

9.1 9.2 9.4 9.3

- 5 -10 -12 -15

2.12 2.37 2.63 2.71

0.57 0.69 0.65 0.70

-0.96 -0.51 -0.51 -1.23

4.84 4.68 5.01 7.25

51 43 32 32

Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand

12.5 12.1 12.2 12.3 12.4

- 8 -10 -12 -15 -20

2.53 2.74 2.75 2.72 -0.57

0.60 0.58 0.66 0.67 0.97

-0.57 -1.24 -1.49 -0.97 1.13

5.26 9.35 8.28 7.34 6.32

42 22 26 23 90

Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand Moderately well sorted fine shelly sand Moderately well sorted shelly granules



5

TABLE 3: Textural properties of beach, dune, and Late Tertiary sandstone sediments along the Wainui - Makorori coastline. Stations WB and MB were

sampled on 23-24 October 1981 and Stations 5.5, 7.6, 9.5 and 12.6 on 28 April and 7 May 1993. All statistical parameters are in phi (Ø) classes (phi = -log2 diameter in mm). N/A is not analysed. Stations are located on Figures 5 and 6. The 1981 samples were analysed by Central Laboratories, Ministry of Works and Development, Gracefield, and the 1993 samples by the Research School of Earth Sciences, Victoria University of Wellington. Adopted from Gibb (1998).

Station Grid Ref.

NZMS 260/Y18

Distance

North from

WB-1

Mean Grain

Size

Sorting

Skewness

Kurtosis

CaCO3

Environment Wentworth Size Class Description

(km) MZ σG SkG KG %

WB-1 511661 0.0 4.04 0.56 0.30 0.82 N/A Tuahine sandstone

Moderately well sorted coarse silt

WB-2 512664 0.30 1.88 0.50 0.06 0.90 58 Beach sand Well sorted shelly medium sand 5.5 512664 0.30 2.02 0.52 -0.24 1.15 43 Beach sand Well sorted shelly fine sand

WB-3 515673 1.30 2.24 0.42 -0.14 1.08 29 Dune sand Well sorted shelly fine sand WB-4 515673 1.30 1.75 0.47 0.07 0.95 51 Beach sand Well sorted shelly medium sand

7.6 515673 1.30 1.31 0.81 -0.27 0.93 60 Beach sand Well sorted shelly medium sand WB-5 522682 2.30 1.99 0.40 0.10 0.90 50 Beach sand Well sorted shelly medium sand

9.5 522682 2.30 1.86 0.39 0.14 1.18 44 Beach sand Well sorted shelly fine sand WB-6 528687 3.30 2.14 0.42 -0.09 0.86 36 Dune sand Well sorted shelly fine sand WB-7 528687 3.30 1.70 0.42 0.13 0.87 46 Beach sand Well sorted shelly medium sand

12.6 528687 3.20 2.12 0.34 -0.04 0.95 38 Beach sand Well sorted shelly fine sand WB-8 537693 4.30 1.64 0.57 0.04 0.96 63 Beach sand Moderately well sorted shelly medium sand WB-9 542694 4.70 3.92 0.70 0.17 0.82 N/A Makorori

sandstone Moderately well sorted very fine sand

MB-1 545700 5.70 2.28 0.45 -0.16 1.08 55 Beach sand Well sorted shelly fine sand MB-2 553705 6.50 2.63 0.27 0.05 1.17 32 Beach sand Very well sorted shelly fine sand MB-3 562709 7.30 2.63 0.24 0.09 1.24 29 Beach sand Very well sorted shelly fine sand MB-4 577706 9.00 3.83 0.94 -0.01 1.58 N/A Tatapouri

sandstone Moderately sorted very fine sand



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TABLE 4: Percentages of Wentworth size classes for sediment samples from the beach and

nearshore seabed at Wainui Beach. The 4 transects and stations are located on Figure 7 in Gibb (1998). Adopted from Gibb (1998).

SAND MUD

STATION GRAVEL

Very Coarse Sand

Coarse Sand

Medium Sand

Fine Sand

Very Fine Sand

Coarse Silt

DEPTH

>-10 -1 to 0 Ø 0 to 1Ø 1 to 2Ø 2 to 3Ø 3 to 4Ø 4 to 5Ø (m) 5.5 5.1 5.2 5.3 5.4

7.6 7.7 7.1 7.5 7.2 7.3 7.4

9.5 9.1 9.2 9.4 9.3

12.6 12.5 12.1 12.2 12.3 12.4

0.0 0.0 0.2 2.3 4.8

0.1 0.0 0.0 7.5 0.0 4.5 0.0

0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.3 5.2 8.9

0.9 0.3 0.3 3.8 0.0 3.1 0.1

0.0 0.2 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 3.1

1.8 0.7 2.2 11.5 11.7

11.8 1.3 2.7 6.8 0.1 45.5 1.7

0.8 1.1 0.7 0.1 0.6

0.1 0.3 0.3 0.2 0.4 2.6

42.7 4.6 14.5 23.0 5.7

63.0 13.0 18.3 7.0 0.9 30.9 5.5

71.4 32.7 18.3 9.0 3.8

49.2 9.3 2.4 3.9 3.5 14.0

51.7 68.7 72.7 36.2 8.2

17.8 77.4 69.8 9.0 29.3 10.3 37.3

22.7 60.5 61.5 59.3 57.6

46.3 65.4 60.7 58.7 66.3 52.3

0.8 21.7 9.9 8.5 9.3

1.0 5.2 4.9 12.4 63.8 4.8 50.9

0.9 2.1 14.6 23.1 29.8

0.7 19.5 34.4 32.8 24.0 27.5

3.0 4.7 0.2 13.8 51.4

5.4 2.8 3.9 53.5 5.9 4.9 8.5

4.2 3.5 4.9 5.5 8.2

3.7 5.5 2.2 4.4 5.8 0.5

beach -8 -10 -12 -15

beach

-5 -10 -12 -15 -20 -25

beach

-5 -10 -12 -15

beach

-8 -10 -12 -15 -20



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APPENDIX II

Table 1: Erosion Accretion Rates



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APPENDIX II: Rates of coastal erosion (-) and accretion for 31 sites between Tuaheni Point and Makorori Point, inclusive of Wainui Beach. Rates were scaled from fully rectified Orthophotomaps, Sheets 1 to 5 at 1:2000 Scale prepared by Air Logistics Ltd. which show precise duneline and cliffline positions for 1942, 1965, 1982 and 1999.

GRID REFERENCE SURVEY ACCRETION (+)

SITE DISTANCE STATION NORTH EAST SHEET LANDFORM INTERVAL EROSION (-) RATE NET RATE (m) (y) (m) (m/y) (m/y) 1 0 Tuaheni Point 6264870 2950740 5 seacliff 1942-1965 -18 -0.78 1965-1982 -4 -0.24 1982-1999 -2 -0.12 1942-1999 -24 -0.42 2 135 Tuaheni Point 6265000 2950780 5 seacliff 1942-1965 -10 -0.44 1965-1982 -2 -0.12 1982-1999 -6 -0.35 1942-1999 -18 -0.32 3 350 Tuaheni Point 6265200 2950760 5 seacliff 1942-1965 -4 -0.17 1965-1982 0 0.00 1982-1999 -7 -0.41 1942-1999 -11 -0.19 4 555 Shark Bay 6265400 2950720 5 seacliff 1942-1965 10 -0.44 1965-1982 -18 -1.06 1982-1999 -4 -0.24 1942-1999 -12 -0.21 5 755 Shark Bay 6265600 2950740 5 seacliff 1942-1965 14 0.61 1965-1982 -18 -1.06 1982-1999 -5 -0.29 1942-1999 -9 -0.16



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SITE DISTANCE STATION NORTH EAST SHEET LANDFORM INTERVAL EROSION (-) RATE NET RATE (m) (y) (m) (m/y) (m/y) 6 995 Shark Bay 6265800 2950810 5 seacliff 1942-1965 0 0.00 1965-1982 -14 -0.82 1982-1999 -2 -0.12 1942-1999 -16 -0.28 7 1210 Shark Bay 6266000 2950930 4 seacliff 1942-1965 -10 -0.44 1965-1982 -9 -0.53 1982-1999 -1 -0.06 1942-1999 -20 -0.35 8 1435 Tuahine Crescent 6266200 2951020 4 seacliff 1942-1965 -19 -0.83 1965-1982 5 0.29 1982-1999 2 0.12 1942-1999 -12 -0.21 9 1635 Murphy Street 6266400 2951040 4 Dunes 1942-1965 -5 -0.22 1965-1982 0 0.00 1982-1999 -4 -0.24 1942-1999 -9 -0.16

10 1835 Wainui Stream 6266600 2951060 4 Dunes 1942-1965 -4 -0.17 1965-1982 -1 -0.06 1982-1999 0 0.00 1942-1999 -5 -0.09 1865 Wainui Strm mouth

11 2045 Pare Street 6266800 2951140 4 Dunes 1942-1965 -5 -0.22 1965-1982 -3 -0.18 1982-1999 0 0.00 1942-1999 -8 -0.14



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APPENDIX II: Rates of coastal erosion (-) and accretion for 31 sites between Tuaheni Point and Makorori Point, inclusive of Wainui Beach. Rates were scaled from fully rectified Orthophotomaps, Sheets 1 to 5 at 1:2000 Scale prepared by Air Logistics Ltd. which show precise duneline and cliffline positions for 1942, 1965, 1982 and 1999.


SITE DISTANCE STATION NORTH EAST SHEET LANDFORM INTERVAL EROSION (-) RATE NET RATE (m) (y) (m) (m/y) (m/y) 1 0 Tuaheni Point 6264870 2950740 5 seacliff 1942-1965 -18 -0.78 1965-1982 -4 -0.24 1982-1999 -2 -0.12 1942-1999 -24 -0.42 2 135 Tuaheni Point 6265000 2950780 5 seacliff 1942-1965 -10 -0.44 1965-1982 -2 -0.12 1982-1999 -6 -0.35 1942-1999 -18 -0.32 3 350 Tuaheni Point 6265200 2950760 5 seacliff 1942-1965 -4 -0.17 1965-1982 0 0.00 1982-1999 -7 -0.41 1942-1999 -11 -0.19 4 555 Shark Bay 6265400 2950720 5 seacliff 1942-1965 10 -0.44 1965-1982 -18 -1.06 1982-1999 -4 -0.24 1942-1999 -12 -0.21 5 755 Shark Bay 6265600 2950740 5 seacliff 1942-1965 14 0.61 1965-1982 -18 -1.06 1982-1999 -5 -0.29 1942-1999 -9 -0.16



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SITE DISTANCE STATION NORTH EAST SHEET LANDFORM INTERVAL EROSION (-) RATE NET RATE (m) (y) (m) (m/y) (m/y) 6 995 Shark Bay 6265800 2950810 5 seacliff 1942-1965 0 0.00 1965-1982 -14 -0.82 1982-1999 -2 -0.12 1942-1999 -16 -0.28 7 1210 Shark Bay 6266000 2950930 4 seacliff 1942-1965 -10 -0.44 1965-1982 -9 -0.53 1982-1999 -1 -0.06 1942-1999 -20 -0.35 8 1435 Tuahine Crescent 6266200 2951020 4 seacliff 1942-1965 -19 -0.83 1965-1982 5 0.29 1982-1999 2 0.12 1942-1999 -12 -0.21 9 1635 Murphy Street 6266400 2951040 4 Dunes 1942-1965 -5 -0.22 1965-1982 0 0.00 1982-1999 -4 -0.24 1942-1999 -9 -0.16

10 1835 Wainui Stream 6266600 2951060 4 Dunes 1942-1965 -4 -0.17 1965-1982 -1 -0.06 1982-1999 0 0.00 1942-1999 -5 -0.09 1865 Wainui Strm mouth

11 2045 Pare Street 6266800 2951140 4 Dunes 1942-1965 -5 -0.22 1965-1982 -3 -0.18 1982-1999 0 0.00 1942-1999 -8 -0.14



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SITE DISTANCE STATION NORTH EAST SHEET LANDFORM INTERVAL EROSION (-) RATE NET RATE (m) (y) (m) (m/y) (m/y)

12 2260 Stock Route 6267000 2951220 4 Dunes 1942-1965 -2 -0.09 1965-1982 -1 -0.06 1982-1999 0 0.00 1942-1999 -3 -0.05

13 2480 Wairere Rd South 6267200 2951320 4 Dunes 1942-1965 0 0.00 1965-1982 -5 -0.29 1982-1999 0 0.00 1942-1999 -5 -0.09

14 2700 Wairere Rd Bch Access 6267400 2951420 3 Dunes 1942-1965 -13 -0.57 1965-1982 -3 -0.18 1982-1999 0 0.00 1942-1999 -16 -0.28

15 2950 Wairere Rd Mid 6267600 2951580 3 Dunes 1942-1965 0 0.00 1965-1982 -2 -0.12 1982-1999 8 0.47 1942-1999 6 0.11

16 3200 Wairere Rd North 6267800 2951740 3 Dunes 1942-1965 -3 -0.13 1965-1982 -6 -0.35 1982-1999 14 0.82 1942-1999 5 0.09

17 3440 Hamanatua Stream 6268000 2951870 3 Dunes 1942-1965 -3 -0.13 1965-1982 0 0.00 1982-1999 20 1.18 1942-1999 17 0.30 3510 Hamanatua Strm mouth



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18 3615 Lysnar Domain 6268100 2952010 3 Dunes 1942-1965 -13 -0.57 1965-1982 -7 -0.41 1982-1999 0 0.00 1942-1999 -20 -0.35

19 3790 Lysnar Domain 6268200 2952150 3 Dunes 1942-1965 -2 -0.09 1965-1982 -5 -0.29 1982-1999 0 0.00 1942-1999 -7 -0.12

20 4080 SH35 South 6268400 2952370 2 Dunes 1942-1965 -11 -0.48 1965-1982 -2 -0.12 1982-1999 0 0.00 1942-1999 -13 -0.23

21 4265 SH35 South 6268530 2952500 2 Dunes 1942-1965 -10 -0.43 1965-1982 -4 -0.24 1982-1999 0 0.00 1942-1999 -14 -0.25

22 4530 SH35 Mid 6268700 2952700 2 Dunes 1942-1965 -3 -0.13 1965-1982 -6 -0.35 1982-1999 3 0.18 1942-1999 -6 -0.11

23 4780 SH35 Drain 6268850 2952900 2 Dunes 1942-1965 -5 -0.22 1965-1982 -2 -0.12 1982-1999 0 0.00 1942-1999 -7 -0.12



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24 5000 Reserve 6268950 2953100 2 Dunes 1942-1965 -4 -0.17 1965-1982 -9 -0.53 1982-1999 12 0.71 1942-1999 -1 -0.02

25 5225 Reserve 6269060 2953300 2 Dunes 1942-1965 -14 -0.61 1965-1982 2 0.12 1982-1999 1 0.06 1942-1999 -11 -0.19

26 5440 SH35 Whale Grave 6269130 2953500 1 Dunes 1942-1965 -7 -0.30 1965-1982 -3 -0.18 1982-1999 10 0.59 1942-1999 0 0.00

27 5670 SH35 North Bch Access 6269240 2953700 1 Seacliffs 1942-1965 1 0.04 1965-1982 -3 -0.18 1982-1999 0 0.00 1942-1999 -2 -0.04

28 5870 Makorori Pt South 6269280 2953900 1 Seacliffs 1942-1965 0 0.00 1965-1982 -8 -0.47 1982-1999 -10 -0.59 1942-1999 -18 -0.32

29 6080 Makorori Pt 6269320 2954100 1 Seacliffs 1942-1965 0 0.00 1965-1982 -4 -0.24 1982-1999 0 0.00 1942-1999 -4 -0.07



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30 6230 Makorori Pt 6269400 2954140 1 Seacliffs 1942-1965 -11 -0.48 1965-1982 -9 -0.53 1982-1999 -9 -0.53 1942-1999 -29 -0.51

31 6470 Makorori Pt North 6269600 2954250 1 Seacliffs 1942-1965 -3 -0.13 1965-1982 -3 -0.18 1982-1999 1 0.06 1942-1999 -5 -0.09



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APPENDIX III

2001 Wainui Beach CHZ: Five GIS Maps at 1:5000 Scale produced by GDC.

review of the 1995 wainui beach coastal hazard zone...key outputs of the review include this report...

Documents