RESOLUTION 85-18170 RESOLUTION NO. 85-18170
A RESOLUTION OF THE CITY COMMISSION OF THE
CITY OF MIAMI BEACH, FLORIDA URGING THE UNITED
STATES CORPS OF ENGINEERS TO INVESTIGATE THE
POSSIBILITY OF USING OFFSHORE BREAKWATERS TO
PREVENT REPLENISHING AND REFURBISHING
BEACHFRONTS.
WHEREAS, the City, State and Federal governments
constantly spend money replenishing and refurbishing beachfronts
in order to protect shoreside buildings and residents, as is
evidenced by the City of Miami Beach in conjunction with the
Federal government having recently appropriated $3 million for
shoreline protection, recreational purposes and beautification of
the beachfront from 21st to 46th Streets; and
WHEREAS, additionally, Fla. Stat. §161. 011 et seq.
(1985) indicates the prevalency of the problem by permitting the
Department of Natural Resources to call to its assistance any
state agency or employee to determine the "most effective and
economical method of averting and preventing erosion, hurricane
and storm damages" [Fla. Stat. Ann. §161. 031 (1965) ] ; and
WHEREAS, Tel Aviv faced many of the same problems which
currently plague the City of Miami Beach, though more severe,
since Winter storms would many times reduce the width of the beach
to zero; sand erosion would occur in front of the retaining walls
alongside promenades. In order to prevent this erosion and
concurrently enlarge the width of the beach, the Civil and Marine
Engineering Company of Haifa, Israel built a series of offshore
breakwaters. The breakwaters helped transform the beach within a
three year time span into a wider beach which is safe for bathers
and swimmers. The breakwaters are aesthetically pleasing.
WHEREAS, if a major storm or hurricane were to hit Miami
Beach, the City would face problems similar to those of Tel Aviv.
The shoreline would erode to such an extent as to endanger
shoreside buildings and residents. The beauty and recreational
aspects of the beaches would also disappear.
OFFICE OF THE CITY ATTORNEY-1700 CONVENTION CENTER DRIVE-MIAMI BEACH,FLORIDA 33139
NOW, THEREFORE, BE IT RESOLVED THAT THE CITY COMMISSION
OF THE CITY OF MIAMI BEACH, FLORIDA:
1. The City Commission urges the United States Corp of
Engineers to investigate the possibility of utilizing offshore
breakwaters through a series of preliminary surveys as noted
within a pamphlet reprinted from The Proceedings of the Fifteenth
Coastal Engineering Conference (Hawaii , July, 1976) to cause
automatic and natural replenishing and refurbishing beachfronts.
2. The City Clerk is directed to send copies of this
Resolution with accompanying documentation to the United States
Corps. of Engineers and to our United States Senators and
Congressmen.
PASSED and ADOPTED this 4th day of September , 1985.
4( At
_ i
MAYOR
Attest:
• Lee-61:A —. AA—,
CITY CLERK
(REQUESTED BY MAYOR MALCOLM H. FROMBERG)
Approved as to Form:
&AAJ!. r
LEGAL DEPARTMENT
MLB/j hd
935E
OFFICE OF THE CITY ATTORNEY-1700 CONVENTION CENTER DRIVE-MIAMI BEACH,FLORIDA 33139
'I��ow-'w.A/�'w` �'ti •M.' `.�/ `f �..�. • •• • Y. r/' 1►.
COASTAL PROTECTION BY MEANS OF OFFSHORE BREAKWATER:
BY I. FRIED, C.E. DIRECTOR
CIVIL&MARINE ENGINEERING CO. LTD., HAIFA- ISRAEL
REPRINTED FROM
THE PROCEEDINGS OF THE FIFTEENTH COASTAL ENGINEERING CONFERENCE
(� r
JULY 11 - 17, 1976 - HONOLULU, HAWAII
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giii, '.�+VI C '~M a...'• .c "I. pi le.OP. 10/MIAI r.,•l� PROTECTION BY MEANS OF OFFSHORE BREAKWATERS
byI. Fried, C.E., Director
�o. - 4'. 1.43.:.. 'k'A A • Civil & Marine Engineering Co. Ltd., Haifa Israel.
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��'.02S4 INTRODUCTION ..
• d ‘1 , - •, ,1cord ai tilvs
• • - 1.1 T�' ch and the .
:1 r.��-.- /' 110* al a s►+y''.► N The coast of Tel-Aviv is characterised by a narrow sandy bea
•• ,iIC/ ' 'TUw th rock 1sd es and
i '. lotiA,La i' .- � r, ..• •' W seabed is the nearshore shallow waters i s strewn i Y 9
tI. 4 'i6 ' i•. !'��- Z outcrops. These rocks are of a marine conglomerate type and are covered
� .►��•. a�.y., �►-'� r. � with layers of fine to medium grained sand of various thickness. At depths
'f '� .' r►. '' �.• ,s,
r predominantly sandy. During the s u�rrme r
•�• ,/,0041.0•1,47,f �,; �,e, greater than 5 m the seabed i s pre Y
V r s ".K� •� r ,.s�► season, when waves and swells seldom exceed 2 m i n amplitude, the sandy
• �.' �� its minimum width of about 20 m. However,
`�- •,eo *�I t. sr, ... `• strip of the beach maintains
• • 1.1 4 ""'1!T" winter storms reduce the width of the beach in some places to zero, and
• •,• t Sr 1t teqg 41111i�iv there is a marked tendency to erosion and scour of the beach in front of
•' ' ►ter 41 �:wt gam t.... r.•.S '",
Rift ,�..� the retaining walls of the alongshore promenade or in front of the coastal
""`�'''' ' • d w r I`v t. "'r q it ' bluff.
. rr
. /Af or,.0... is 111 II. . II.. 'MIA ... ,, -.J
.. In order to prevent this erosion and at the same time to enlarge the sandy
a '•-•'• ~II l ,`���'!t� 174:41114"16"1,11"
'3i0hi.,..,....&..� F" beach area, we have proposed to erect In front of the beach a series of
• t' :. -����N ��1�u�� "�'�'F rr offshore breakwaters, either detached or groyne-connected. (Fig. 1)
rn �
z:,,. kii �'., s'11411/11+� 1`� et*11:1601;O E: s.! �► The first of th series was erected off the Tel-Baruch beach ,just north of
,, Tel Aviv. There beach sand was practically non-existent, and in order to
a L;ie . , gilie".!':
y
-.4,.*,,„: enable bathers to enter the water, a breach in the shallow rocky belt
r" �' - • S.
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had to be b1asted.
Ille'f - w er is of a rubble-mound type, 200 m long and �
O The Tel Baruch bread at
r �► •� ��� : , r connected with th the shore by a 100 m long groyne. It is founded on a
f :' ! iji
swim., U at - .0 m below M.S.L. and consists of a quarry-run core
Ir lM rocky seabed 3
• lAraiiirotiasier (0.5 to 250 kg units), protected on its seaward slope by a rock armour
-11,41.1.11.51.--
�• ti�r • --� � (2-6 tons units) laid on a 1:3 grade, and on its landward slope by a
t• i.• �1 •'� secondary armour (1-2 tons units) laid on a 1:1.5 grade. Its crown 1s
�-ss ` •. :w Q' topped by R.C. 0.25 thick slabs to a level of +1.0 m above M.S.L. .* • • :..
ii 2 *r- 101.=,,,
T "' �` 114.111011614.114..• 4' Z 1 after its e r e t i on i n 1965, a sandy Combo t o has formed a t both
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Shortly increasin In area until a permanent equilibrium has
1'17 ..iu,• . sides of the groyne, 9
. •
�` • --•. ��' U been achieved. Erosion of the beach on both sides of the breakwater was
s .4 t ��. , , - � 4, ,�i ,.�,; � avoided, owing to a belt of beach rock ovh f ch protects the foreshore to
'�� • s �� '*t`�4: ‘1,' , , • si ' "4' ii % ,_vpir .i11.4 I the south and to the north of the breakwater.
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The second system was erected in front of the Tel-Aviv Sheraton and Hilton
hotels. (Fig. 2) For this purpose a series of preliminary surveys and studies of the central y
Tel-Aviv coastal zone has been undertaken, consisting of:
It consists of twin breakwaters hore connected by groins. Each of the a. Topographic and hydrographic mapping•
rubble-mound type breakwaters is about 250 m long and 200 m distant from � '
b. Wave observations and recordings;
the shore. They are based on a practically rocky seabed at a -4.0 m level t
and constructed of quarry-run (0.5 - 500 kg units) core and blanket, a c. Longshore currents measurements at various depths; littoralr
seaward armour slope 1:2.5, consisting of 4-8 tons rock units and a landward P t ansport
evaluation;
slope 1:1.5 of 3-4 tons rocks. The crown of the breakwaters is capped
by R C slabs, 0.25 m thick, and reach a level of +1.25 m. The gap between d. Sampling of sand from the beach and from the seabed at various depths;
. .
the breakwaters' heads is 135 m wide. e. Pricking into the seabed in order to ascertain the depth of hardpan
underneath the sandy layers.
Soon after the completion of these breakwaters in 1968 the barren rocky
foreshore behind them was transformed into a wide sandy beach protected f. Assembly of meteorological and geomorphological data.
from summer swells and safe to bathers. The sandy tombolos expanded
The results of the above-mentioned surveys and studies have made it possible
steadily, reaching an equilibrium in about 3 years time, thus permtttin
the erection of beach amenities (wardrobes, services, showers, refreshment to characterise and to analyse the coastal conditions as foilows:
stands) on the vast sandy areas. Behind both these breakwaters the apices
of the tombolos from a permanent contact with their inner edge, thus The tidal range seldom exceeds 50 cm; however, strong easterly wind: may
obstructingfree passageduring lower the water level. to -50 cm below M.S.L. y
of water, even the winter season. whilst persisting westerly
storms may cause a temporary piling up of coastal waters, bringing their
For this and other reasons it was decided to create protected beaches at level to 70 cm above M.S.L.; but these are extreme events.
the central coast of Tel-Aviv south of the newly built "Gordon" boating
marina in such a waythat all the The shore of Tel-Aviv is basically sandy with an underlying rocky bottom, i
year round ample gaps should be left
which is partly based in shallow water, and in some places near the coascoastlinebetween the breakwaters and the sandy tombolos behind them] Moreover, it
was deemed desirable from the aesthetic arid beach utilisation pointsrocky ledges protrude above M.S.L. The sand cover above therocky
of increases in thickness from 1-2 m at the coastline t bottom
view to form the new shoreline behind the row of detached breakwaters in to about 7 m at the -12 m
a sinusoidal shape. The crests of such sinusoids should lie behind the contourline. The seaward slope ranges from an average of 1 to 40 nearshore
to 1 to 75 beyond the -7 m contour. Between the two zones there is a sand
breakwaters at a distance of about 60 m from the actual shoreline, whilst
their troughs, situated opposite the gaps between the breakwaters, should bar with a levigation ditch �t about -4 m to -5 m depth. The orientation
of the shoreline is about 19 East of North. The grain-size distribution
be about 20 m distant from the original shoreline. (Fig. 5)
of sand samples taken at the foreshore and a certain depths indicates
dilemma how to proportionate uniformity and sediment sorting, the foreshore samples being much coarser
This new concept put before the designers a dilemma
the row of detached breakwaters (their length, distance from the shore and foam the offshore samples. Thd mean diameter changes with the depth as
fo
between each other) in order to fulfil the basic requirements of the new llows:
beach. In order to help the designers to find the right answers to these
questions it was decided to resort to movable bed tri-dimensioned hydraulic
Depth (m foreshore -3 - _1
model tests. mm
( 0.26 0.17 b. 6 0�1
The maximum 90% diameterf
o foreshore samp 1 es reaches 0.40 nom.
IN CHARACTERISTICS OF THE LOCAL CONDITIONS
The winds blow ma i n l y from the NW to SW sector, i.e. f roan the ,
In order to build a suitable movable bed model in a hydraulic laboratory Winds above 5/Beaufort (16 knots) a
wave basin and to submit it to a series of tests, it is necessaryto strength blow only 5% of the time.
as manydata as collect
possible concerning the physical conditions ruling in the The distribution of significant waves amplitudes and periods shows that
coastal zone under investigation,
most of the storms and all waves higher than 5 m occur between November
and April. Their direction 1s -from the WSW and WNW sector, and they account
_
only for 1% of all waves. The average number of moderate storms (3-4 m high as model sand. Thus the adopted horizontal scale was 1 :150 and the vertical
waves) during the summer period is 2 or 3 (1.5% of all waves). I scale 1 :75, while the model sand, the average specific gravity of which
being about 1 .8, was prepared with a grain size distribution found in the
The frequency of amplitudes and periods were found as follows: prototype, using a 1:1 scale. The scale of the sand is based in principle
on the similitude of fall-velocities, assuming that the major part of
Amplitudes sand transport is usually carried in suspension, and the setting in the
m 6-8 -6 4-5 -4 2-31 .5-2 1-1.5 0.5-1_ 0-0.5 protected area is basically governed by the fall velocity - carrying capacity
0.37 0. 1.1 1.5 4.1 9.9 28.0 11.E 42.6 ! relation, too.
Periods Calibration of the model was effected relative to the sedimentological
(sec) 10-12 9-10 8-9 7-8 6-7 5-6 4-5 3-4 Calm processes observed in the vicinity of the existing structures (Tel-Aviv
$ 2.0 2.8 7.9 16.5 19.6 23.3 14.4 —571-11574— lighter basin, Sheraton and Hilton breakwaters) . (Fig. 3) There were
some indications in the calibration tests that the velocities reproduced
The pattern of wave distribution around the year had to be simulated in the on the Froudian scale with the adopted distortion were Insufficient for
model in order to find the movements of the bottom observed in nature. The the establishment of a reasonably small sedimentological time scale.
currents were measured, both at the surface and at various depths. The Therefore it was decided to increase the model scale for waves, using a
results of these measurements have shown that their pattern Is irregular scale of 1:50 for wave hights, which were calculated on an energy basis.
and their maximum velocities seldom exceed 25 cm/sec. These low velocities However, breaking of waves and overtopping of low breakwaters by them are
point to the fact that the currents themselvesplay only an auxiliary role governed by Froudian similitude. Therefore, the breakwaters had to be
in the movement of sediments put into suspension by shoaling waves. heightened in the model in such a way that the height of their crest above
mean water level corresponds to a 1:50 scale, too. The most difficult
The estimates concerning the littoral drift at the coast of Tel-Aviv were problem was to establish a sedimentological time scale. It could not be
as follows: made before the reproduction of sedimentological changes around the existing
structures. Therefore, at the beginning of the calibration a tentative wave
The northward transport - about 400,000 cu.m. a year, the southward transport - program was adopted, which corresponded to the statistical distribution of
much less, about 80,000 cu.m. a year. This leaves a net northward littoral wave energy and wave direction, but the corresponding wave cycle did not
transport of at least 320,000 cu.m. a year. necessarily represent a model year. Then theoretical calculations were e
as to the possible sedimentological time scale, and the overall time of
wave cycle was modified accordingly.
HYDRAULIC MODEL TESTS
The movable bed hydraulic model was built in the wave basin of the hydraulic Practically the time-scale was found by comparing the time-rate of the
tombolo formation at the two existing breakwaters with their development
Engineering Laboratory of the Haifa Technion (Israel Institute of Technology). rate in the model. Comparing model to prototype has led to the unavoidableThe basin's dimensions were 40 m x 25 m x 0.9 m, and it was equipped with conclusion that two different time scales have to be applied relative to
a 30 m long movable wave generator, capable of turning in various directions; the tombolo formation - one for the initial stage, when the changes are due
an overflow level regulator and a movable measuring bridge spanning the area to shifting of the local sand stock and to longshore transport, and the
occupied by the model. Frequency and amplitude modulations were effected other when the development of the tombolos is due to the trapping of sand
according to a prescribed program.
which arrives mainly from the unprotected offshore area. This is because
The model study began at the end of May 1971 and was completed 16 months an offshore transport was observed in the model, which was believed/to be
later, i.e. October 1972. in excess of the corresponding offshore transport in the prototype and which
could not •asily be eliminated. However, the final equilibrium state of
The choice of the model scales was influenced by many factors, the most the tombolios was correctly reproduced, and this indicates that the similitude
important being the relation between the length of the coastal strip to of the sedimentological process to be studied in the model was basically
be tested and the actual dimensions of the wave basin. it was decided correct. The basic sedimentological time scale adopted in the beginning
to reproduce the model beach with a distortion 1:2, using ground ebonite
was 1 :2190 • 1:2200, i.e. 4 model hours equivalent to one prototype year.
•
{
s
Inasmuch as the development of the tombolos in the firstI
yearwas correctly n addition, two oblique gaps were formed,.which made the penetration '
reproduced on the adopted time scale, however, the additional growth causedof longshore 1
by accretion of sand supplied by onshore transport was slowed down b It was9then currents, and thus circulation and exchange of water, easier. ;
y aboutdecided to choose alternative No. 10 as the most suitable. .
1:3, as proved by the Hilton-Sheraton breakwaters test. At a later stags
y outla of
the system.
the sedimentological time scale was re-checked, and as average of 12 hr
s. t
The choice of the `"
best outlay was based on comparative tests using artificial
equivalent to one prototype year adopted. Altogether 14 different
fill; however, the final version had to be re-tested with a natural process,
alternatives were tested in the model study.
when the building schedule of the system is correctly reproduced in the model.
TEST RESULTS Owing to the considerable differences in the sedimentological timescales
at the beginning and at the end of the construction period, a mixed average
concept of the outlayof a completeof 12 hours, equivalent to one prototype year for the buildingriod of
The
esoriginalbreconcept
parallel system was a row of } pa
to the shore with evenly distributed gapsthe whole breakwater system, was finally adopted.
betweenothem, except two wider gaps: one 225 m and the other 310 m long.
Also the existence of the first northernmost breakwater, which � The testing of the natural sedimentological r
was erected was repeated with three different versions,siP °Cess in the chosen oulay
12,
at the same time as the "Gordon" marina breakwaters, had to be accounted � called alternatives
° � 13 and 14, differing between them in the time Nos. 12, ,
for• The breakwater 1 s situated about 250 m from the original na i s sequence
g horeline• and other details. Alternative 12 was q ancs of the construction
Therefore, alternatives 1 to 9 have shown breakwaters situated all tested for
a construction period of
distance from the shore, at this one year for the whole system. In alternative 13f
were tested, building two other time schedulesater
of 3 breakwaters
per year and building 3 breakwaters
Testing the first alternatives with two wide gaps between the breakwatersin 2 years. This would mean extension of the building ng periov to two and a
indicated serious erosion opposite these gaps. Therefore, other solutionshalf and five years, respectively, consideringadditional five offshore
wore sought that would provide sufficient widening of the beach breakwaters and the southern end unit. a tt
. It was
made clear by the results of the tests that the proportion between bre
lengths, gaps and distances from the original shoreline must have breakwater The purpose of alternative No. 14 was to improve
definite accumulatingalongthe ave the distributionofsante
values, to be found bytesting protected beach bypartitionof
procedure, in order to meet the prescribed area, leavingn the protected water
reQuirtments concerning controlled tombolo formation. The fact that the the groin of the central unit in place, or
d s smco a ed, i f
hydrographic conditions are quite uniform along the shore section in � only partially. The nearshore part of it would very _
the gap left between the groin and the breakwater would soon be covered, while n
question, and architectural considerations as well, lead to a symmetrical fact 1 t
outlay of similar breakwater units equally spaced. exchange of water between the northern and the southern tat• the
parts of the boon, ,
Alternative In the final version the central breakwater was moved backt
9 was tested with six uniform breakwaters, 130 m and 120 m � bya m to
position in alternative No. 9, i.e. in line with the end S its
long gaps, all aligned with the existing northernmost breakwater Fi 4).
(Fig. Thus two inter-connected symmetrical units. �sid ra
lagoons were formed with cons i de rib i y
The result of the tests with this alternative seemed to be quite satisfactory, improved sedimentological and hydraulic behaviour. The results
have shown that the accumulation of sand in aof the test
except that the tombolos showed an undesirable tendency to reach the northern the protected area 1 caused
units of the system, contrary to requirements. s
,, partly by the longshore transport. With an open ended system more sand is
attracted from the longshore current, and consequently sedimentation is
alternative, No. 10, was then quicker than in a closed one. If the system is closed, this
Another six 1al a long breakwaters; hawed composed, similar to alternative No. 9, probablyby-pass h sand will
however, the five intermediary breakwaters the breakwaters, apart from the small part trapped behind
were displaced offshore by 45 m. Thus a wider lagoon was created, which them. This means that the influence of the construction of the
sy
stem c i
made the connection of the tombolos with the breakwaters the coastline it spread over a longer period, which is certainlyn f
unlikely, except to the coast. /Consequently, the building schedule has be a Ictal
with the existing one, the position of which could not be changed anymore. a
y �' on the rate of/sand accretion, though not on the final direct influence
Construction of the whole scheme can be sped upbystate of equilibrium.
p using artificial feeding.
However, if the rate of construction is not exceeding one breakwater a year
•
s
JO
,
,
as it actually is), sufficient widening of the beach will be achieved by The method of constructing the offshore breakwaters is as follows:(Fig. 7)
a natural process. After completion of the model study it was decided to
extend the breakwater scheme to the south in order to connect it with the First, rubble-mound type groins are constructed from the shore outwards by
"Clore" park reclamation. It was suggested on the basis of the model study' dumping on the seabed a core material to a +0.75 m level. This core material
that this can be done by adding one more breakwater to the system, consists of a well graded quarry-run (0.5 to 500 kg units), protected on both
maintaining however the dimensions of the breakwater units and of the gaps, sides by 3-5 ton rocks placed at a 1:1.5 stope. The width of the groin crest
which were found to be optimal. Thus the finally recommended outlay is is about 5 m (a minimum necessaryenable the
to passage of crawler cranes,
composed of seven offshore breakwaters and an end unit shore connected to which place rock armour on the breakwaters). Then the constructionf the
t e
the seawall of the "Clore" park reclamation. The head of the southern end 1 breakwaters proceeds from their mid-section outwards by laying first on the
breakwater No. 8 and the central breakwater No. 4 are aligned wit the seabed a 1.0 m thick quarry-run blanket, which is to protrude 3m outside the
existing breakwater No. 1, nearest to the Gordon marina. The reneining outer toe and 2 m outside the inner toe of the breakwater mound. Thi blanket
This a kat
five breakwaters are displaced by 50 m in the offshore direction. The a constitutes an anti-scour device, protectingthe toes of the breakwaters U ea waters and
length of each offshore breakwater is 130 m, and the gaps between their preventing excessive penetration of the armour rock into the sandy seabed.
heads are 120 m long.
The quarry run core of the breakwaters is then dumped on the blanket and
The central groin No. 4 will be dismantled only partially leaving a distancerotected on its outer
P (offshore) slope by rock armour (5-8 ton units),
between its head and the central offshore unit. The crests of the offshore placed on a 1:3 grade on its inner (inshore) slope bya somewhat lighter
breakwater are at +1.75 m above M.S.L. - _ g
armour (3 5 ton units) laid on a 1:1.5 grade. The breakwater crests are
capped to a +1 .75 m level bythe heavier armour rocks.ocks. Also the heads of the
With an outlay of the system described above, the shore development of the breakwaters are protected all around by 5-8 ton rock unitslaced on a
P 1:3
protected beach was expected to satisfy the basic requirements when its new grade. The width of the breakwaters at their crest level is 5.25 m.
equilibrium is established. (Fig. 6)
After completion of each breakwater, the connecting groin is dismantled and
The model indicated a 100 to 200 m wide lagoon for swimming purposes,
the rocks transferred to the next groin. These rubble-mound type structures
prdtected frost waves mostly in the leeside (the "shadow") of the breakwaters have proved to be very stable, and even after heavy storms no significant
where the beach widens, and to a lesser extend opposite the gaps where the damage have been observed until now.
beach narrows. At anyrate, the average wave energy a long the beach should
actually be lest than 50* of the energy in the open sea. As long as the Periodical hydrographic surveys executed in the ar
waves do not overtop the breakwaters - and this will not y ea, as well as air photos,
happen If the wave indicate that the sedimentation process is generally well in accordance with
heights are less than 2.0 m, as they actually are during the summer season - the prediction of the model study. Now one can
Y see a substantial widening
the water In the lagoon will be calm in general. If overtopping occurs of the protected beach and the appearance of a
duringstormyPP convenient new bathing area.
periods, the reduction of wave heights by the breakwaters is
There has, however, been less sand accumulation at the two northernmost
f he rnnos tless effective
tombolos Just behind breakwaters No. 1 and No. 2 than anticipated in the
model study. This indicates that sand distribution along the protected shore
is more balanced than predicted. No permanent erosion was observed on the
FIELD CONSTRUCTION WORKS adjacent shore due to the above development. Thisfact corroborates the
preliminary assumption that the newly developed beach will not be widened on
Breakwater No. 1 was completed in 1971, and a tombolo has formed that was
very similar to the one predicted by the model for the same period of Q account of the neighbouring shore sectors, but on account of the differential
existence. In 1972 No. 2 breakwater wa alongshore sand trans
as completed and its groin dismantled, 9 port, reducing only the quantity of sand that would
using the rock to build the groin of No. 3 system. However, due to war and otherwise be carried offshore due to the local hydrographical and
the policy of the authority concerned, No. 3 breakwater was completed only sedlmentological circumstances. (Fig. 8)
In 1975. It was decided to proceed with the construction, and this year
No. 4 breakwater is in the process of being completed. (Fig. 6) The implementation of the offshore breakwaters scheme, together with a
substantial widening of the sandy beach behind them, will enable the
establishment of a new ample alongshore promenade seawards of the existing
one without Jeopardising the newly created .beach.
, 1 '
CONCLUSIONS i p
i(ti"
Many factors are involved in the reproduction of natural sedimentological j
• processes In a wave basin with movable bed, and a misinterpretation of some
of them may lead to erroneous conclusions. In the long run, the exact
definition of the sedimentological time-scale is less important than the
• reproduction of seabed configuration, representation of sand grain particles
and of wave spectra.
The exact full-scale sedimentation processes in the prototype are hardly
known In detail. However, we can assume that the formation of saI,dy tombolos
In the lee of offshore breakwaters results mainly from the interception of —1
the littoral drift. Some of the sand enters directly downdrift the onshore
zone behind a breakwater, whilst other sand
particles by-pass the breakwater Q
on the outside and are then directed by waves diffraction around its opposite
A-
hoed into the calm foreshore zone as a result of onshore movement caused by
• waves agitation. The accelerated sedimentological process in the model —
-----� -- - -- -- ,/a%��
enables however to reproduce quite exactly the natural development of air,'
tombolos formation in the prototype, which, in order to reach a state of %'°�
r•
-
( equilibrium requires a considerable period of time. Nowadays, even a well ;,;
experienced designer of coastal structures requires a corroboration of his ‘ Z
QD
Ideas by model studies, which by themselves are not substitutes for a careful
' . IL!
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x CA
and sound design, but
serve as practical indicators of their behaviour in the
p otype.
-- _-_- --- ft ___
Q � Z
...../ 72/ -J RC
RE''1RENCEs - �, >
1. Shore Proet ion Manual - U.S. Army Coastal Engineering Research �t ' ��, ��
tl
tn
Center - 1913. WZ
( e ...SO-
4
.S O--
/ ''
2. Dr. M.L. �IMjd+�i - Fina1 Report, on Tel-Aviv Shore Deve 1 opment Model �___� . ... .
, . �L�,„..1 _ __ tto______
Study Tidhnr`on, Israel Institute of Technology, January 1975.
T1• nap.,' O
3. I. Fried 00,:x...; 'ew Coastal Works at Naha r i ya, Beach Protection and •1 Z
Oevei eta, The Dock and Harbour Authorl ty, Vol. XVI No. 532, t 71r
February
,, ,, % —a
• 4.4 I. Fried •. "Foreshore and Beach Development of Tel-Aviv and Nathanya" - ti1.47
W�'! -
-' Symposium oh Foreshore and Beach Development from the Coastal Engineering r�s....
4rAspect • Tel-Aviv, January 1975 (In Hebrew). R';,ill16
S. Giorgio serriolo t Giorgio Sirito Spiagge a Porti Tuststici" LL.
Ediztone Hoep11, Milano 1972.
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TWO OFFSHORE BREAKWATERS CONSTRUCTED 1968 )
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DRAWN BY T. HODGSON 1 DATE 3rd SEPTEMBER 1975
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IID IEVON RA]E Of 10 4301.0 MEAD ( m51ANCE m11 Km 1HomEuC) i sr~mow.
FIG.3- SHERATON AND HILTON -
BREAKWATERS ACCRETION RATE OF TOMBOLOS
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MODEL STUDIES
ALTERNATIVES No :9,10,13.
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ORIGINAL
RESOLUTION NO. 85-18170
(Urging the United States Corps of Engi-
neers to investigate the possibility of
using offshore breakwaters to prevent
replenishing and refurbishing beachfronts)
.