8 - Florida Online Journals

Journal of Coastal Research
Fort Lauderdale
Cost-Effective Coastal Protection With
I
Reference to Florida and the Carolinas, U.S.A.
Per Bruun
Department of Port and Ocean Engineering
Norwegian In stitute of Technology
Trondheim, Norway
ABSTRAC T
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BR UUN. P.. 1985. Cost-effec tive coast al protection with refere nce to Florida and th e Carolinas.
U.S.A. J ournal of Coastal Research. 1(1),4 7-55. Fort Laud erd ale. ISSN 0749-0208.
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This paper reviews coastal protective measures, including stru ctural and artificial replenishment. Although progress made during recent years focuses on nourishment procedures,
conservative steps including dune building and vegetative maintenance have also become
popular. As an adjunct to beach and dune maintenance, beach scraping has proven to be
practical if undertaken in a professional and responsible way.
ADDITIONAL INDEX WORDS: Beach renourishment, beach scraping, dredging. erosion, Hilton
Head Island.
INTRODUCTION
During recent years "new directions; or "new
trends" in coastal protection seem to have become
slogans. Technically speaking, these slogans make
less sense. If a shore undergoes erosion, it must be
protected on site and not somewhere else. Erosion
takes place (1) on the beach and in shallow water,
(2) in deep wat er where it will eventually expand to
the beach unless the shore is rocky, and (3) over the
entire beach and bottom profile. The latter is the
normal ca se for sandy beaches which char acte rize
many of the world's shorelines.
Case 1 only requires preventive steps in shallow
water and on the beach. In cases 2 and 3, which predominate, measures against erosion must include
the entire profile. These three erosional situations
are considered because improvements, both short
and long term, are possible.
Protection Against Shallow and
Deepwater Erosion
Beach and shallow water erosion (case 1) is relatively rare. With reference to Figure 1, it occurs
I Received 10 N ovemb er 1884; accep ted in revision 26 March
1984.
where (a) wave and current action are limited so
that the normal " wave base" [about 2Hbl
(HALLERMEIER, 1972, 1981 a, b) is at a shallow
depth and (b) where the submerged profile is composed of resistant materials su ch as hard limestone,
coral, or other rock which erodes very slowly, i.e.
about 0.1 to 0.2 m per year or less (BRUUN, 1964;
INMAN and RUSNAK, 1956; TRASK, 1955) .
In war, battles are won on the battlefields, not in
offices. This is also true of effective erosion control.
Protection against erosion must be directed to locations where it occurs. Natural trends have not
changed but man's counter measures must be flexible enough to achieve the desired level of protection. The slogan "new directions" of coastal protection is therefore not very meaningful in the technical sense. Administratively, such terms may be
used as funds allocated for protective measures are
used differently than before, e.g. they are provided
for novel methods that make steps on beaches by
proper profiling following storms, draining areas
behind the dune line to decrease hydrostatic uplift
pressure on the beach, plugging outlets that di scharge water across the beach, by-passing of material at tidal inlets and dune con servation steps .
Related problems, associated with the maintenance of tidal inlet stability, have been re-
J ournal of Coasta l Re search, YoU, No.1, 1985
48
Bruun
CASE ONE' EROSION TO LIMITED DEPTH
10
RECESSION/YEAR. x
NOURISHMENT/UNIT LENGTIi/YEAR' x( b.h)
MATERIAL MAYBE SECURED BY DREDGING OF CHANNEL
BASINS.POOLS AND OTHE.cl SUITABLE SQJRCES
MSL
eoTIOM
-l ~
x
J! ATED
~
-~
Ib
RECESSION / YEAR' x
REVETMENT' RIP-RAP, ROCl<, LIMESTONE,
CONCRETE BLOCKS ON FILTERS AND TOE
QUANTITY/UNIT LENGTH [<hob) HI e
1
~
~
DUNE
,~TED
MSL
BOTTOM
-b
Ie
RECESSION/YEAR' x
MOUND OF ROCK, CONTINUOUS
INTERMITTEND
QUANTITY / UNIT LENGTH [w
=- =- ====
..
OR
T3(m.bls ] (m .. b) .. 2 Ie
~
~~ATED
mw
MSL
!30TTOM
-b
:z
-b
•
S FlOCK
e
-111I
MATERIALS ' CORE AND TOE ' QUARRY WASTE 0.1
ARMOR ' ROCK
.
SHEET PILE WALLS ARE ANOTHER ALTE RNATIVE
BUT MAY CAUSE EROSION
Figu re 1.
Case one (1) where t he re is erosion to limited depth .
sea rc hed exten sively at the University of Florida
(BR UUN, 19 68; BRUUN et al . , 1978) .
Du ring the pa st two decades, nourishment has
be come a popular and practical an swer to eros ion,
but cos ts have b een risin g rapidly creating financial
difficulties. At the same time, suitable fill materials
from land-b ased sourc es are in increasingly sh ort
sup ply. It is, th erefor e, of interest to con sider the
cos t-effectivenes s of vari ous erosion me asures and
nouri shment from alte rnative offshore source.
Fi gur e 2 gives an ove rview of various methods of
offsh or e dred ging a nd spoiling. Publications that
specifically deal with the subject and explain the
rati on ale includ e BR UUN (196 4, 1968, 19 73)
MANOHAR and BRUUN (19 70), and WEGGEL
(1979).
Pipelin e dredging with settle ment of slurry on the
beach has been tried in many projects on Florida
beach es over th e pa st 30 years, and esp ecially during th e last decade. Prices hav e been $U S 3.00 to
$US 5.00 per m" but cos ts hav e recently increased
greatly. Fill was initially taken from land sources, including shallow lagoons, bays, and also from the
dredged Intracoastal Waterway. These sources
were limited and material was often marginally suitable for nourishment. Now almost all fill is borrowed from offshore where it has usually been possible to locate adequate sources. These fill operations are highly weather-dependent and problems
with pipeline maintenance, particularly when passing through the surf zone, have been normal. Improved procedures that utilize articulated suction
heads, submerged pipelines, and synthetic material s, have been successful to a degree but the
weather problem, mainly waves, remains. Wave
action exceeding 1 to 1.5 m or long swell action of
smaller heights, but of longer periods (e.g. 12 seconds) still hampers construction efforts. These pro blems are partially circumvented by the use of small
hopper barge dredgers of split hull type. This
equipment, mentioned later in reference to Plate 1
(see color insert) , ha s been tested in difficult situations. According to recent reports (HERBICH,
197 5), the U.S. Army Corps of Engineers (Wilmington District) has converted the Currituck for
us e in beach nourishment. The vessel was used in
two phases of an experimental renourishment project at New River Inlet, North Car olina. The project
was de signed to assess the feasibility of placing
clean, sandy dredged material in the nearshore
zone and allowing it to gradually move onshore.
During the first phase in the summer of 1976, about
26,587 m" of dredged material was placed in 2.4 m
of water. The second phase involved placing 42,142
m" of material in 3 m of water. Phase II was designed
to determine the optimum and maximum dumping
depths for mechanical placement and by-passing
benefits. The shallower the placement depth the
longer it to ok the vessel to dump its load and return
to refill. Thus, if identical results are obtained by
dumping in deeper water, costs can be reduced.
Re sults of the project show that material pla ced
in the shallowest water (2.4 m) in both phases, responded similarly. The fill moved shoreward into the
higher energy inshore and beach zone where it was
en trained in the littoral transport system. Material
placed in deeper water in the second phase of the
project moved landward, but transport rates and
quantities were much less than for material dumped in shallower water. Slow shoreward movement of
de epwater bars occurr ed in summer but the onset of winter wave conditions in January and February cau sed a flattening of the bars and a retention
of fill material in th e shallow nearshore zone. Although the beach and shoreface seemed to main -
Jour na l of Coastal R ese ar ch . Vol.I , No.1, 198 5
Cost-Effective Coastal Protection
49
MSL
reinforcement to avoid collapse. This procedure is
now followed, for example, at Jupiter Island (Florida) and on Hilton Head Island (South Carolina).
The most effective protection method is artificial
nourishment of the beach and offshore bottom or
nourishment of the entire profile by offshore dumping. The latter method automatically protects and
nourishes the beach. A dune of proper design and
elevation stabilized by adequate vegetation provides additional protection (ADRIANIetal., 1976 ;
BRUUN, 1980; CHAPMAN, 1976) .
-~
Nourishment by Dumping Offshore
80TIOM
CASE 3 b
8OTIOM
CASE 30
SPUT HULL 8ARGE
PROCEEDS <D- '<4> - AHD DUMPGl
<D
M
<2>
80TTOM
ALL MATERIALS FOR NOURISHMENT MUST
HAVE STABILITY CHARACTERISTICS - 2. THE
EXISTING BEACH
Figure 2. Cases two (2) and three (3) where in Ca se two there is
erosion below sea level to depth -b and in Case three there is erosion over the entire profile from -b to --h.
tain their shape during the winter, sand was eroded
immediately landward of the disposal bars and was
assumed to move seaward. Shoreward movement
of material placed in depths of 3 to 3.7 m looks promising, but sand transport rates appear to be quite
slow. This initial interpretation is tenuous and requires additional study.
Since 1981 , considerable progress has been
made by using larger split hull barges that carry
900 -1200 m". About 12 barges of this type are now
available, half of them in the Great Lakes region.
Prices of placed material range from $US 2.50 to
$US 4.00 per cubic meter.
Nourishment sometimes must be combined with
structural protection, i.e. sea walls and revetments,
in order to cope with storm tides (BRUUN, 1973,
1980; GERRITSEN and BRUUN, 1964). In order
to maintain the stability of such structures, it is
important that the beach in front of them is maintained by nourishment. If this maintenance is not
continued, the structures will require continuous
The following preparations are needed to renourish a beach with the offshore-dumping method: (a) a
potential borrow area with suitable fill must be
located within a practical distance from the nourishment site; (b) environmental concerns associated with dredging in the designated borrow area
must be investigat ed and ameliorated; (c) tracer
tests should be conducted to determine the appropriate depths af whict'imaterial should be dumped so that it migrates toward the beach; (d) proper
equipment for the project i.e. pipeline dredgers,
hopper dredgers, or split hull barges, must be located and the feasibility of positioning determined;
and (e) permits must be obtained from federal,
state, and local agencies. In an effort to explain and
outline these procedures in more detail, a specific
case is described from Hilton Head Island, South
Carolina.
ARTIFICIAL NOURISHMENT AT HILTON
HEAD ISLAND, SOUTH CAROLINA
Nourishment Preparation: Offshore Sources
Hilton Head Island is the southernmost coastal
extension of South Carolina. It is located about 60
km northeast of Savannah, Georgia, on the Savannah River. Although history and development are
briefly outlined in BRUUN (1977 , 1980), several
events of interest to stability of the coastline are
featured in the following.
The island was a Union stronghold during the
Civil War but then it later became an almost forgotten lumber island with extensive maritime forests.
Hilton Head Island finally emerged in the 1950's as
a recreational resort. Figure 3 shows a 1778 map of
Hilton Head Island and its surroundings. The numerous beach ridges indicate that the island was
built up gradually during a period of stable or falling
sealevel (BRUUN, 1977) .
J ournal of Coastal Research, YoU , No.1, 1985
Bruun
50
':::::.
:' ~ :~~
7
7/
Ti
rUE HARBOUR. oFPORTROYAL
C_ " by L l!HII>DLCr-
Figure 3.
1'--
JJ.,.,~N1Iv
++oj
,....,
The Harbor of Port R oyal, 1778.
J ourn al of Coastal R esearch , Vol.I, No.1, 1985
Cost -Effective Coastal Protection
The island is about 20 km long and varies in width
from 1 km at the creek or sound which almost separates the island in two parts, to about 8 km. Littoral drift along Hilton Head Island is northeastward during the spring and summer months but the
predominant drift is southwestward. There is a
wide shelf in front of the island of 3 to 5 m depth.
During periods of emergence, the shorelines prograded and 'large beach ridge systems developed.
Shoals developed at inlets and the beach ridges curved seaward forming large cuspate forelands. The
prior existence of such forelands is suggested by the
beach ridge morphology turning seaward in the
middle and on the northeast part of the island
(Figure 4).
Reasons for erosion can be found not only in
shoreline configuration and the slow rise of sea
level, but also in the existence of a rather small and
innocent looking tidal creek called "The Folly."
During the past two decades loss of material on the
ocean side was concentrated on an S km segment of
shore where the loss was about 100,000 m" per year,
or 12 m3 per meter. Of this, the loss of60,000 m'' was
caused by shor~line configuration; 20,000 m" by
sea-level rise, and another 20,OOO -m3 by "The Folly." Regardless of its small size (maximum discharge is about 5 to 10 m 3/sec) it has initiated
development of offshore shoals that store more
than 100,000 m" of sand. A direct result of this
storage is the starvation of the immediately adjoining beach to the southwest, the Singleton-Collier
Beach, which has a length of about 500 m. Port
Royal Sound (Figure 3) functions as a littoral drift
barrier for the overall predominate southerly littoral drift and "The Folly" functions as a local barrier for littoral drift on Hilton Head Island. Additionally, 'The Folly's" ebb currents carry material
beyond the reach of prevailing southerly littoral
currents.
The total length of eroding beach is about 8 km.
Before 1970-1971 there was no beach at normal
high tide. Mean tide range is about 2 m, with a
spring range of 2.5 to 3 m and a neap range of 1.5 to
3 m. Due to a shoreline recession of 1 to 1.5 m per
year, high tides reached to low beach dunes and
wooded areas, creating vertical scarps which contributed to further erosion from wave reflection.
Newly exposed tree stumps and peat on the beach
attested to the severity of erosion. At low tide the
beach was about 75 m wide but very wet, not only
from the receding tides but also because of ground
water seepage, through the narrow dune zone, from
swales between the beach ridges. This contributed
51
to additional erosion by run -down, as well as by
hydrostatic lift forces exerted on the sand at low
tide. During storms and high tides, uprush penetrated the wooded area resulting in the toppling of
palmettos, oak trees and shrubbery.
Stabilization of the beach was eventually attempted by replacing eroded material, that is, by
raising the berm about 1.2 to 1.5 m and widening it
by 40-50 m. An artificial dune was also constructed
to protect the dunes and the area behind from overwash and flooding. The artificial dune had a 20 m
width at the crown and was elevated 3.3 m above
mean sea level (MSL) with a slope of 1:7 (220 m 3 /
m). Grain size of natural beach sand averaged 0.18
to 0.20 mm with some coarse shell fragments.
Fill for beach nourishment was obtained by
dredging canals and lagoons in the development.
This procedure also created a number of canal and
lagoon-front lots for home sites. For economic reasons, pumping distances were limited to approximately 1 km from dredge to discharge point. Some
interior dredging and filling was additionally conducted (BRUUN, 1977).
The task of dredging and dumping about 220 m"
per meter of fill was accomplished by the Norfolk
Dredging Company (Norfolk, Virginia) using their
35-cm dredge, the "Jekyll Island." The 100 ton
dredge was brought to the bay side of the island and
moved by a D6C Caterpillar Dozer across approximately 400 meters of mainland, across a highway,
and finally across a golf course before being launched in an interior lake. Air-filled rubber bags or matresses, 0.775 m in diameter by 7 m long were filled
to a capacity of 0.5 kg/ern" to carry the dredge
across the highway. Removal of the dredge was
accomplished on a relatively calm day by rolling it
out of the canal, over the dunes, and into the ocean.
Through numerous moves made with these particular bags and heavy machinery it has been determined that slopes steeper than 7: 1 can not be negotiated. All the moves on this project were made
easily and at less expense than assembly and reassembly. Highway traffic was stopped for only one
hour while the dredge was rolled across.
Fill pumped onto the existing, partly swamped
beach by this method cost about $US 0.60 per m".
The ultimate result was a wide and higher beach
(Figure 5). The inner part of the crown and the
landward slope of the dune were planted with
American beach grass (Ammophila brevigulata).
Curved rock groins, 50 and 80 m long, were built at
both ends of the beach to encase the fill and impact
adjacent beaches as little as possible.
Journal of Coastal &Bearch, VoU, No.1, 1985
52
Figu re 4.
Bruun
Hilton Hea d Island . South Ca rolina. (aerial P hoto gra ph. 1976) .
J ournal of Coastal Resea rch, YoU , No.1. 1985
Cos t-Effective Coas ta l Pr ot ection
53
Figure 5. The artificial dune and berm at Singleton-Collier Bea ch, aeri al view (1970).
Maintenance during the 10-year period 19711981 has been by "beach trimming" or "scraping,"
with a scraper pan . This procedure has been especially advantageous to beach maintenance
(BRUUN,1983) . However, different opinions persistabout the "trimming" method. Beach trimming,
if conducted in an appropriate manner, is beneficial. Concern by some administrative agencies is
not well-reasoned from a technical point of view.
Among professionals there are, however, real fears
that trimming might erroneously be interpreted as
"nourishment." Trimming is best justified for
beaches 30 meters or more in width. In Florida,
beach trimming has been opposed for some time
but attitudes are now changing.
Beach trimming should be deployed (as on Hilton
Head Island) continuously, concentrating on periods immediately following storms. It is important to
catch material lost from the dunes and upper beach
before it washes out to sea. Sloughs in the beach
profile, created by storm waves, must be sealed by
closing their outlets which carry sand away from the
beach at ebbing tide . The construction of low "dams"
across the sloughs at 200 m intervals blocks the longshore current from running into the slough (trough)
at high tide. After intermittent blocking, which is
inexpensive, the sloughs fill in by the action of gentle surge wave . There have been no problems obtaining permits for such work in South Carolina.
The artificial dunes on Hilton Head Island have
been stabilized by plantings of American beach
grass (Ammophila breuigulata) on the crown and
back slope of the dunes and also on the upper part
of the beach slope. Results have been somewhat
uneven, but there have been some grass-caused
accumulations raising the crown of the dune from
3.3 m above MSL to 4 to 4.5 m. While it pays to
vegetate from the crown to inner slope, it is usually
futile to plant on the outer slope because high tides
and uprush carry the vegetation away . Coastal
dunes, properly placed and vegetated are important to the success of beach nourishment projects
Journal of Coastal Research, VoU, No.1, 1985
•
Bruun
.-It
(KRll llN, 1980; 1984)
He c ent Experience on Hilton Head Island
The beach nort h of " Palmetto Dunes" has not
needed protectio n or no u ris h me nt. Howe ve r, on the
so ut h sid e e ros io n has co ntinued a lo ng a 2.5 to 3.5
km lon g sect io n. In 1958 th is section was p rovi ded
with a light crib wall (B R U UN, 197 3, 198 3) . Afte r
Hur rica n e Dav id in 1979 , the wa ll was re placed by a
heavier roc k revet me nt. Costs we re initiall y SUS 70
per met er but hav e risen to $ US 150 to SU S 350 per
me ter. At st ra tegic poi nts o n th e so ut hwes t and
northea st co rner of th e island, five 65 m T-groin s
wer e built in 1968 . T he cos t wa s a bo ut $ US 10,000
per gro in a nd th ey a re now (1984) co m ple te ly
cove re d by sa nd .
In 198 L th e e ro d ing s ho re at "Palme tto Dunes"
beca me t he d ump ing grounds for a bout 0 .6 x 10 6 m"
of sa ndy material dredged for a new ma rin a o n t he
so u nd s id e of the isla nd ab out 1600 m from t he
beach . T he sand , a lt houg h not ideal d ue to its
s ma lle r grai n size , wa s useful a nd will provid e stabilit y for the n ext S to 4 yea rs for t he 5 km long s hore
of th e Palmetto Dunes Dev elopment Co rporation.
About the Future
Th e future of Hi lto n Hea d Islan d b each es, parti cularly' the 8 to 10 krn of eroding s ho re, de pends
on artifi cia l nourishment. Acceptab le bo rrow areas
are . however. now becoming exha uste d. Howe ve r, 4
km fro m s ho re o n Gas kin Banks (F igure 3) su itable
clea n quartz sand. somewhat coarse r th an t he
beac h san d, is avai la b le. The sa nd is suita ble for
beac h no uris hme n t. Re cent so undi ngs a nd co re
sa m p lings ha ve indicated th e ex is te nce of sa nd
rid ges locat ed closer to s hore. Th ey ma y al so pr ovid e so urces for no urishm ent fill.
T race r e xpe rime nts s ho w t hat sa nd dump ed at
2.4 m M SL will migrate onto t he beach in co ns ide ra b le q ua ntity th ereby nourish ing not o nly th e nea rs hore a nd offs ho re bottom, but a lso the b ea ch . Thi s
ass umes low wind waves or lon g swells whic h pre dominate April t hrough m id -November. E xp erime nts simila r to t hose don e a t Hilton H ead Island
wer e co nd uc te d on Ju p iter Island , Fl orida in 196566 and are describ ed by BR UUN (1967).
COST OF NOURISHMENT BY
SPLIT H ULL BARGE
T he s plit hull ba rge (P late 1) is not a new in ventio n. It was o riginally d esi gn ed as a dump barge for
for rock d redgi ng a nd br eakwa te r co nstructio n in
Norway and also as a d ump ba rge for dre dge d materia l in Holl a nd . E xte nsive t es t ing by th e U.S. Arm y
Corps of En ginee rs (Wilmi ngton Di strict) showed
that the barge cou ld se rve nouris hment p roject s
equally well (HE RBIC H et al., 1981 ).
Prelimin a ry investiga tion s dem on s tra ted that a
s plit hu ll trai ling barge, similar to th e ho p per s ho wn
in P late 1 wit h two d ra g intakes of 0.4 m and a full
load d ra ft of 4.2 m and unl oad ed draft of 2.4 m,
s hou ld be a b le to supply materi al from t he Ga skin
Banks a t a u nit pri ce of a p p ro xima te ly $ US 2.5 p er
m", Thi s works out to 1.10 6 doll ar s p er 4 yea rs or
SUS 25 0,000 per year to nourish 8 km of bea ch . In a
word, (base d on a figure of $ US 1,10 0 for a front line
30 m in len gth) " te n ce nts per m eter p er d ay keeps
erosio n away." The a bove ex ample may b e u sed as a
guide line for simila r proj ect s. The main probl em
seems to b e con vinci ng peopl e tha t o ffs hore, nears ho re d umping is goo d nourishment p roce d ure . As
t he success rate for th ese proj ects co nti nues to ris e,
this a ttitude s ho u ld be ove rco me .
CONCLUSION
(I) Coasta l protection involves ma in t en an ce of
nea rshor e bo tto m as well as beach p rofiles a nd
dun es; (2) erosion co ntro l measures mu st be a pplied over t he e nti re len gth of t he erodi ng p rofil e;
(3) no majo r technical cha nges are a nticipa te d for
coastal pro tec tio n in t he near future . Improved
met hods of a rt ificia l nourishm ent an d b ea ch/dune
mainten an ce will, however, be less t ha n costs nor mall y assoc ia te d with st ructura l co ntro ls. These
low cos t measu res, how ever, ca n o nly be used on
low e ne rgy s hores; (4) parallel s truc tures like dun es
a nd rev et ments a re ne ed ed to co pe with th e effec ts
of sto rm tid es. Hard s urfac e or rock reve tme nts,
including as p ha lt ing of Dutch d esi gn , will hav e to b e
buil t. If groin s a re need ed and ca n be accommo date d by natural sys te ms a t ce rtai n s trategic
poi nts, T -groi ns or sim ila r interl ock ing gro ins
s ho uld be reco mme nde d. They a re p articul arl y useful as terminal groi ns; (5) beach tri mm ing, whe n
properly d eployed , has beneficial effects. It must
not be mista ke n for "artificial nouri shment;" (6)
re mova l of sa nd fro m ero di ng o r sta ble s ho res, to
de pth d e te rmined by long term in tercha nge of
materia l betwee n t he b each a nd t he offs ho re s hou ld
be bann ed. Beach sc ra pi ng s ho uld b e permitted, if
determined a pp ro pria te, where the beach wid th is
at lea st 30 m a t MLW for an average s lope of 1:20;
and (7) dune sc arps and sloughs o n th e b each face
J ournal of Coastal Resear ch, Vol.I , No.1.
198 ~
Cos t-E ffec tive Coas tal Protecti on
should be close d soon after th ey appear as part of
regular shor eli ne mai nte nance.
LITER ATURE CITED
ADRIA N!, M . eI. and TERWI NDT, J.H .•J., 1976 . Sa nd
sta bilizt ion and dun e buildin g. Pujhoi oa- Terstaat Com
municati ons , 19 , ~J8 .
BR UUN, P : 1964. Offsh or e dr ed ging. Influence on beach
and bottom stab ility. Th e Dock and Harbo r A uthority ,
XLV(5 30) ,7 .
BRUUN, P. , 1967 . Byp assin g and backpassi ng with refer en ce to Florid a. Proceedings American S ociety of Civil
Engin eers. Journal of the W aterway s and Harbors Division , Vol. 9:1, No.WW2.
BR UUN , P ., 1968 . Tid al Inlets and Littoral Drift. Oslo ,
Nor way: Unive rs ity Book Co. , 200p.
BR UUN, P., 19 73. The hist ory and phi losophy of coas ta l
protection. Proceedin gs 13t h Conference on Coastal Engineering ( Va ncouver, B. C., Canada), 33-7 4.
BR UUN, P., 1977 . P racti cal so lution to a beach eros ion
problem. Coas tal En gin eering, 1, 3-16.
BR UUN , P., 1980. Dr edging and reclaiming an exclusive
developm en t. T erra et Agu a, 1980(10),7 -15.
BR UUN , P., 1983. Bea ch scra ping, is it harmful to b ea ch
sta bility? Coastal En gin eering, 7, 167 -179.
BRUUN , P ., 1984 . Cost-effective coa stal protection . UFL/
COE L-84/005 , Coasta l Engin eering Dep artm ent, Univer sity of Florid a.
BR UUN, P .; MEHTA, A.J ., and JONSSON, I.G., 197 8.
St ability of Tidal Inlets. Amsterdam: El sevier, 600p.
CHAP MAN, V.J ., 197 6. Coas tal Vegetation. New York:
Pergamon Press , 292 p.
GERRITSEN, F. and BRU UN, P. , 196 4. Dutch and
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