estimation of depth of closure for use in the bruun rule

COASTAL EROSION EMERGENCY ACTION SUBPLAN FOR BEACHES IN WARRINGAH, REFERENCE DOCUMENT

Appendix E - Depth of Closure for Bruun Rule.docx Page Ei 29 February 2012

Appendix E: Estimation of Depth of Closure for Use in the Bruun Rule


Appendix E - Depth of Closure for Bruun Rule.docx Page Eii 29 February 2012

CONTENTS

E1 INTRODUCTION ................................................................................................................1

E2 METHODS BASED ON WAVE CHARACTERISTICS .......................................................2

E3 METHODS BASED ON SEDIMENTOLOGICAL DATA .....................................................4

E4 SYNTHESIS AND DISCUSSION .......................................................................................5

E5 DETERMINATION OF CLOSURE DEPTH FOR STUDY AREA .......................................6

E6 REFERENCES ...................................................................................................................7


Appendix E - Depth of Closure for Bruun Rule.docx Page E1 29 February 2012

E1 INTRODUCTION

There are a number of methods to estimate the depth of closure for use in the Bruun Rule, as

described in this Appendix. These include methods based on:

• wave characteristics (Section E2); and,

• sedimentological data (Section E3).

A synthesis and discussion of the available methods is provided in Section E4, with estimation of the

depth of closure for the study area provided in Section E5.



E2 METHODS BASED ON WAVE CHARACTERISTICS

Bruun (1988) suggested a depth of closure of 3.5Hb, where Hb is the actual breaker height of the

highest waves within a certain time period, namely 50 to 100 years according to Dubois (1992).

However, Bruun (1988) also noted that a closure depth of 2Hb was appropriate for a Danish case

study. For a 100 year ARI wave height of 8.5m (see Section 6.2 of main report), this is equivalent to

closure depths of 17m to 30m.

Hallermeier (1981, 1983) defined three profile zones, namely the littoral zone, shoal or buffer zone1,

and offshore zone. This thus defined two closure depths, namely:

• an “inner” (closer to shore) closure depth at the seaward limit of the littoral zone, termed dl by

Hallermeier (1981) and ds by Hallermeier (1983), and dinner herein; and,

• an “outer” or “lower” (further from shore) closure depth at the seaward limit of the shoal/buffer

zone, termed di by Hallermeier (1981) and do by Hallermeier (1983), and douter herein.

From Hallermeier (1981):

−=

2

2

5.6828.2

e

e

einnergT

HHd (1)

where He is the effective significant wave height exceeded for 12 hours per year (that is, the

significant wave height with a probability of exceedance of 0.137%), and Te is similarly defined for

wave period. Based on measured Sydney offshore wave data, He is about 5.6m and Te is about 17s,

and from Equation 1 the inner closure depth is thus about 12m.

From Hallermeier (1983):

)1(018.0

−=

sD

gTHd mmouter

(2)

where Hm and Tm are the median wave heights and periods respectively, D is the median sediment

diameter (about 0.3mm in the study area), and S is the specific gravity of sand (about 2.6). Based on

measured Sydney offshore wave data, Hm is about 1.5m and Tm is about 9.6s, and from Equation 2

the outer closure depth is thus about 37m.

In the Coastal Risk Management Guide, DECCW (2010) recommended the use of the outer closure

depth when using the Bruun Rule in the absence of readily available information on active profile

slopes at a location under consideration.

Rijkswaterstaat (1987), approximating the work of Hallermeier (1978, 1981, 1983), found the following

simplified estimate for the effective depth of closure (dc), namely:

1 Shoal zone in Hallermeier (1981) and buffer zone in Hallermeier (1983).



ec Hd 75.1= (3)

Therefore, the predicted (inner) closure depth from Equation 3 is about 10m.



E3 METHODS BASED ON SEDIMENTOLOGICAL DATA

Sedimentological data consistently shows distinct changes in the characteristics of sediments with

water depth offshore of NSW (Nielsen, 1994). These changes include variations in grain size,

sorting, carbonate content and colour.

There are two distinctive sediment units immediately offshore of NSW, namely Nearshore Sand, and

(further offshore and coarser) Inner Shelf Sand (also known as Shelf Plain Relict or Palimpsest

Sand). Nearshore Sand is further subdivided into Inner and Outer Nearshore Sand units.

The boundary between Inner and Outer Nearshore Sand is typically found at about 11m to 15m depth

(relative to AHD), while the boundary to the nearshore edge of Inner Shelf Sand is usually at 18m to

26m depth. The boundary between Nearshore Sands and Inner Shelf Sands corresponds to those

parts of the seabed considered to be active and relict. That is, there is no exchange of beach

sediments with those of the Inner Shelf.

Nielsen (1994) found that, based on a synthesis of field and laboratory data and analytical studies

(particularly offshore of SE Australia), there were consistent limits of subaqueous beach fluctuations,

namely water depths (relative to AHD) of:

• 12m ± 4m being the limit of significant wave breaking and beach fluctuations (consistent with the

inner/outer nearshore sand boundary and inner Hallermeier depth);

• 22m ± 4m being the absolute limit of sand transport under cyclonic or extreme storm events

(consistent with the nearshore Inner Shelf Sand boundary); and,

• 30m ± 5m being the limit of reworking and onshore transport of beach sized sand under wave

action (consistent with the outer Hallermeier depth).



E4 SYNTHESIS AND DISCUSSION

The methods based on wave characteristics (Section E2) and sedimentological data (Section E3)

indicated “inner” closure depth values are in the order of 12m ± 4m in the study area, with “outer”

closure depth values in the order of 35m.

Depth of closure is time-scale and space-scale dependent, and generally increases with time-scale

(Capobianco et al, 1997). It is considered that although closure depths in the order of 35m may

eventually be realised, this is more likely to be over time scales of centuries (ie beyond 2100).

Therefore, it is considered to be appropriate to adopt the “inner” Hallermeier depth for use in the

Bruun Rule, which is expected to be in the range of 12m ± 4m in the study area, and can be defined

to be at the boundary between Inner and Outer Nearshore Sand.

Aecom (2010), in a scoping study investigating the feasibility of undertaking beach nourishment in

Sydney (with a particular focus on Collaroy-Narrabeen Beach as one of three beaches investigated in

more detail), calculated the closure depth in three ways, namely:

• at the boundary of the nearshore Inner Shelf Sand;

• at 22m water depth (relative to AHD); and,

• assuming a bed slope of 1:50.

The adopted closure depth was selected by Aecom (2010) based on the method that gave the

shortest distance to the closure depth. The results obtained for beaches in the study area, including

adopted inverse slopes for use in the Bruun rule, were as listed in Table E1. There is some

uncertainty in how the inverse slopes were derived.

Table E1: Closure depth and inverse slope in Bruun Rule estimated by Aecom (2010) for

beaches in study area

Beach Method Closure depth (m AHD) Inverse slope in Bruun Rule

Collaroy-Narrabeen 1:50 slope 18 52

Fishermans sand boundary 5 45

Long Reef sand boundary 11 63

Dee Why 1:50 slope 15 73

Curl Curl 22m depth 22 47

Freshwater 22m depth 22 54



E5 DETERMINATION OF CLOSURE DEPTH FOR STUDY AREA

As described in previous Sections, there are three depths that can be considered as closure depths

for use in the Bruun Rule, namely:

• 12m ± 4m (consistent with the inner/outer nearshore sand boundary and inner Hallermeier depth);

• 22m ± 4m (consistent with the nearshore Inner Shelf Sand boundary, and used by Aecom, 2010);

and,

• 30m ± 5m (consistent with the outer Hallermeier depth).

Based on examination of Seabed Information Charts 82310-575 (Broken Bay) and 82310-576

(Sydney Heads) published by the Public Works Department in 1989 (see Section 2.5 of main report),

inverse slopes for use in the Bruun Rule can be estimated as listed in Table E2. Note that the first

three entries in the key to these charts in Section 2.5 of the main report correspond to Inner Shelf

Sand, Outer Nearshore Sand and Inner Nearshore Sand respectively.

Table E2: Inverse slope in Bruun Rule estimated for beaches in study area based on three

methods

Inverse slope in Bruun Rule Beach

Inner Hallermeier Nearshore Inner Shelf Outer Hallermeier

Collaroy-Narrabeen 40 50 80

Fishermans 20 40 40

Long Reef 30 50 90

Dee Why 30 65 80

Curl Curl 40 55 60

Freshwater 40 50 80

As noted in Section E4, it is considered to be reasonable to adopt inverse slopes for the Bruun Rule

based on the “inner Hallermeier” method. If inverse slopes as per the “outer Hallermeier” method

were realistic, it would be expected that long term recession due to sea level rise in the past would

have been more detectable.



E6 REFERENCES

Aecom (2010), Beach Sand Nourishment Scoping Study, Maintaining Sydney’s Beach Amenity

Against Climate Change Sea Level Rise, prepared for Sydney Coastal Councils Group Inc,

18 February, Revision C, Final

Bruun, Per (1988), “The Bruun Rule of Erosion by Sea-Level Rise: A Discussion on Large-Scale Two-

and Three-Dimensional Usages", Journal of Coastal Research, Volume 4 No. 4, pp. 627-648

Capobianco, M; Larson, M; Nicholls, RJ and NC Kraus (1997), “Depth of closure: a contribution to

the reconciliation of theory, practise and evidence”, Proceedings of Coastal Dynamics ‘97, American

Society of Civil Engineers, pp. 506–515

Department of Environment, Climate Change and Water [DECCW] (2010), Coastal Risk Management

Guide: Incorporating sea level rise benchmarks in coastal risk assessments, DECCW 2010/760,

August, ISBN 978 1 74232 922 2

Dubois, Roger N (1992), “A Re-Evaluation of Bruun’s Rule and Supporting Evidence”, Journal of

Coastal Research, Volume 8, No. 3, Summer, pp. 618-628

Hallermeier, RJ (1978), “Uses for a Calculated Limit Depth to Beach Erosion”, Proceedings of the 16th

International Conference on Coastal Engineering, Hamburg, American Society of Civil Engineers,

pp 1493-1512

Hallermeier, RJ (1981). “A Profile Zonation for Seasonal Sand Beaches from Wave Climate”. Coastal

Engineering, Volume 4, pp. 253-277

Hallermeier, RJ. (1983). “Sand Transport Limits in Coastal Structure Design”, Proceedings, Coastal

Structures ’83, American Society of Civil Engineers, pp. 703-716

Nielsen, AF (1994), “Subaqueous Beach Fluctuations on the Australian South-Eastern Seaboard”,

Australian Civil Engineering Transactions, Volume CE36, No. 1, January, Institution of Engineers

Australia, ISSN 0819-0259, pp. 57-67

Rijkswaterstaat (1987), Manual on Artificial Beach Nourishment, document prepared by the

Netherlands Department of Public Works (Rijkswaterstaat), August, ISBN 9021260786

estimation of depth of closure for use in the bruun rule

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