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Aspects related to design and construction of breakwaters in deep waterby
Hans F. BurcharthAalborg University, Denmark
Contents of presentation
• Introductory characterization of the environment
• Rubble mound breakwaters
Armour placement, reallocation and settlements
Armour stability
Crane capacity
Toe stability
Construction roads
Rear slope stability
• Caisson breakwaters
Determination of wave loadings
• Safety of rubble mound and caisson breakwaters
•New Breakwater at Punto Langosteira, La Coruña
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
1
Introductory characterization of the field
Environmental conditions
• Water depth 20 m
• Exposed locations facing the ocean giving large and long design waves
• Wave climates
–Frequent storms, always some wave disturbance during construction
(generally seasonal)
–Rare (infrequent) storms, generally very little wave disturbance during
construction (typical for some tropical zones)
The main difficulties are related to the construction and depends on the
environmental conditions.
The design should minimize the difficulties.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
2
Rubble Mound Breakwaters
Usual specifications for placement of main armour
Case 1 Bulky units like cubes placed in two layers
1. Random placement specified as positioning (x, y) in
accordance with a defined grid, ± m.
2. Number of units N ± X % within a given area A.
3. Porosity P% ± X % within a given area A.
4. Layer thickness t m and tolerances ± X m within a
given area A.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
3
Comments:
ad. 1. Random placement
Means random orientation.
The term random placement is used by designers only to distringuish from
regular (pattern) placement. The degree of random orientation is inherent in the
defined set of N, P and t.
The accurate position of a block when placed is not known. - only the position
at the moment of hook release. Visual checking or (if not possible) advanced
sonar measurements are needed if more close control is needed, but generally
control of N, P and t should besufficient if A is not defined too large.
ad. 2. Number of units, N
Generally no problems in fulfilling N.
ad. 3. Porosity, P
Given N then P depends only on t.
ad. 4. Layer thickness t
t is always defined in drawings (theoretical layer thickness) but cannot be
verified on site unless a method of measuring the layer surface is given.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
4
Link between porosity P and layer thickness t
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
5
/1
Porevolume concretevolume areaP
total volume t= =
Increasing surface roughness and permeability (and settlements)
Decreasing run-up and overtopping (and stability)
The layer thickness determines the porosity (degree of random orientation)
when the number of blocks per area is given. Their tolerances are linked.
ad. 1-4 The tolerances given in the technical specification should reflect the
safety margin of the design. A small safety margin demands smaller
tolerances.
Design of large structures is based on model tests. The block
placement and the related accuracies applied in the model should
correspond to the project specifications or be more relaxed in the model.
On very exposed locations I recommend to deliberately built-in
irregularities like cavities in the models, and base the design on the
performance of such models.
Regular placement (pattern placed) like a pavement is easier to
construct than irregular placement because the first layer of cubes
tends to lay on a flat side on the underlayer. The consequence is a
more smooth surface which gives more overtopping. On the other
hand, the hydraulic stabillity of the armour increases (very high
stability can be obtained if the boundaries are intact).
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
6
Case 2 Single layer of complex interlocking armour on steep slopes.
Compared to placement specifications for bulky units the
specifications are more restrictive with respect to orientation of the units
in order to ensure stability. Therefore, I do not recommend such
armour in exposed places where visual underwater inspection by divers
cannot be performed almost continously during placement of the armour
units.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
7
Settlement of armour layers
Settlement caused by wave action cannot be avoided.
Contributing to armour settlement can be
Compaction of under layers (vertical)
Sliding of armour on under layers
Sliding of armour blocks relative to each other
Deformation of supporting toe
The higher and steeper the slope, the larger settlements (SOGREAH limits the
height of Accropode armour to 20 rows).
The higher the initial porosity, the larger settlements.
The smoother the under layer (wide gradation, relative small stone sizes) the
larger settlements.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
8
Settlements generally cause opening (cavities) in the middle to upper part of the
slope.
dddddd
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
1:28.5 scale model of proposal for main cross
section of Punto Langosteira Port Breakwater, La
Coruña (CEDEX 2007). Main armour placed by
crane on the slope. Pattern placed on upper
berm.
150 t cubes in two layers except 50 t cubes in
three layers in six bottom rows. Toe berm of 5 t
quarry rock.
Armour layer after exposure to design waves.
(Hs = 15 m).
9
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
10
The major part of settlements should preferably occur in the construction period by
occurrence of wave action of some severity (but not damaging) in order to avoid
repair by refilling after construction (might be almost impossible due to lack of space
in the cavities and due to very large mobilization costs).
Armour layers with good self healing ability (generally two-layers) are to be
preferred, especially in climates where severe wave actions are so rare that
”settlement-waves” cannot be expected to occur during construction.
Settlements cannot be studied quantitatively in models due to severe scale effects.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
11
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Influence of limited crane capacity on toe design
12
0
50
100
150
200
4 6 8 10 12 14 16
Significant wave height Hs [m]
10%
5%
1%
Normal density cubes
=2.40t/m3, W= 150t
High density cubes
=2.80t/m3, W= 180t
Nu
mb
er
of
dis
pla
ce
d c
ub
es
in 1
80º s
ec
tor
Reduction of crane capacity by use of high-density armour units inroundheads.
Researcher Armour Weight of roundhead armour
Weight of trunk armour
Jensen
(1984)
Tetrapods 2.3
Vidal et al.
(1991)
Cubes 1.3 – 3.8
Madrigal
(1992)
Parallelepipeds
Accropods
2.0 – 2.5
2.5 – 4.0
Burcharth et al.
(1995)
Dolos 1.3 – 1.6
Berenguer
(1999)
Holowed cubes
Antifer1.3 – 2.6
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
13
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Roundhead design by use of high mass density blocks
Block weight in the most critical sector of roundhead must be app. double of block weight in trunk.
Double crane capacity needed for placement in roundheads if mass density is not changed.
Solution: Increase mass density of blocks placed in the critical sector.
Hudson formula
Example:
14
( )1/ 3
cot
1
s
s D
s
n
HN K
Dw
= =
p
3
s D s
s
Hs = 15 m, T = 20 s, crest level +25 m, slope 1:2 (cotá = 2)
Trunk 150 t cubes, 4x4x4 m, ñ = 2.40 t/m , K = 10.9, N = 2.80
300 t cubes, 5x5x5 m, ñ = 2.40 t/mRoundhead
3
D s
3
s D s
, K = 5.59, N = 2.24
1.75 t cubes, 4x4x4 m, ñ = 2.74 t/m , K = 5.59, N = 2.24
ROUNDHEAD ARMOUR STABILITYNormal density, regular placement, waves from NW, water level +4.5 m
Hs = 13.2 m
Hs = 14.2 m
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
15
ROUNDHEAD ARMOUR STABILITYHigh density, regular placement, waves from NW, water level +4.5 m
Hs = 13.2 m
Hs = 14.3 m
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
16
Water level +4.5, Waves from NW
0
20
40
60
80
100
120
140
160
180
200
4 6 8 10 12 14 16
Hs [m]
Nu
mb
er
of
dis
pla
ce
d c
ub
es
Comparison of normal and high density armour stabilityRandom placement
1%
10%
5%
Normal density cubes, 154 t
High density cubes, 179 t
Design wave condition
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
17
ROUNDHEAD ARMOUR STABILITYHigh density, regular placement, waves from NW, water level +4.5
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
18
New stability formula for cube armoured roundheads
(Maciñeira and Burcharth 2004)
170082cot 5701404020710070
... ...%
..+= opop
R
n
s SSDgeD
Hnm
Rnm = radius at SWL in numbers of Dn
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
19
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
20
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
21
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
22
Construction roads (Landbased equipment)
Criteria
Width sufficient for crane operation and passing dumpers, trucks and
lorries
Level sufficiently high to avoid damaging overtopping (person, materiel,
road surface) during the defined limiting sea states.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
23
Sufficient hydraulic performance
Construction roads Levels
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
24
Design for construction
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
25
Example:
Determination of level and
exposure of construction
road for land based
equipment.
Run-upSWL
Run-up wedge
Internal water table
+1.5mTemporary
road
Illustration of run-up on Antifer blocks
Beirut Airport breakwater
Influence of crest width on rear slope stability
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
26
Splash down from the large
overtopping waves hits slope
instead of water surface
Rear slope stability
a problem if
settlement occur
Hollowed blocks for rear slope armour
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
27
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
28
Spatial Distribution of OvertoppingFormula by Lykke Andersen & Burcharth, 2006
Ratio of overtopping passing travel distance x at splash down level hlevel:
where is the angle of incidence
( )( )pL0
0.150plevel1.05-
0p
total
xpassing 0,sh2.7-cos / xmaxs1.1-exp=
q
q
x(hlevel=H)
x(hlevel=0)
x
hlevel
H
Temporary construction road with high crest level
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
29
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
30
Optimum safety levels in design of breakwaters
Main types of breakwaters and typical damage development
Damage
Hs
Damage
Hs
Design wave conditions and optimum safety levels depend
on the damage development
7.2 Reliability assessment of structures
Structures subject to the actions from waves and currents should be assessed for their
reliability at the serviceability and ultimate limit states with due consideration for their economic
and social functions, environmental influences, and the consequences of failure. The nature
and extents of the uncertainties in Subclause 7.1. should be duly taken into account when
assessing the reliability of structures during their design working life.
The probability of failure during the design working life should preferably be assessed and
confirmed to be less than the minimum value assigned to a specific class of structure, which is
to be preset or approved by responsible agencies.
The probability of failure may be evaluated by the use of reliability index method or with direct
calculation by numerical integration of their probability density functions or Monte Carlo
simulations.
For a structure that permits a certain degree of deformation at the serviceability and ultimate
limit states, the expected amount of deformation should preferably be evaluated.
International standard Organization ISO
New standard ISO 21650
Actions from waves and currents on coastal structures
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
31
Example of safety levels specified in Spanish Recommendations for
Maritime Structures ROM 0.0
Economic repercussion index (ERI)
(cost of rebuilding and downtime costs)
Low economic repercussion ERI < 5
Moderate economic repercussion 5 < ERI < 20
High economic repercussion ERI > 20
Social and environmental repercussion index (SERI)
No social and environmental repercussion impact SERI < 5
Low social and environmental repercussion impact 5 < SERI < 20
High social and environmental repercussion impact 20 < SERI < 30
Very high social and environmental repercussion impact SERI > 30
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
32
From ERI is determined service lifetime of the structure
ERI < 5 6 – 20 > 20
Service life in years 15 25 50
From SERI is determined maximum overall probability of failure within
service lifetime, Pf
SERI < 5 5 - 19 20 - 29 >30
Serviceability
limit state
(SLS)
0.20 0.10 0.07 0.07
Ultimate limit
state
(ULS)
0.20 0.10 0.01 0.0001
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
33
Example a large breakwater in deep water protecting a container port and/or
berths for oil tanker would have ERI around 20. This means 50 years
service
life time.
SERI might be low corresponding to 5 < SERI < 20 giving the Pf – values
SLS 0.10 in 50 years
ULS 0.10 in 50 years
How does this fit with economical optimization?
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
34
Objective of present study
To identify the safety levels related to minimum total costs over the
service life. This includes capital costs, maintenance and repair costs,
and downtime costs.
Safety of breakwater
Maintenenance, repair
Construction costs
Total costs
Cap
ital
ized
co
sts
(pre
sen
t v
alu
and economic loss dueto downtime etc.
Optimum safety level
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
35
Studied influences on optimum safety levels
• Real interest rate, inflation included
• Service lifetime of the breakwater
• Downtime costs due to malfunction
• Damage accumulation
ISO prescription
The ISO-Standard 2394 on Reliability of Structures demands a
safety-classification based on the importance of the structure and the
consequences in case of malfunction.
Also, for design both a serviceability limit state (SLS) and an ultimate
limit state (ULS) must be considered, and damage criteria assigned to
these limit states.
Moreover, uncertainties on all parameters and models must be
taken into account.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
36
Performance (damage) criteria related to limit states
Besides SLS and ULS is introduced Repairable Limit State (RLS) defined
as the maximum damage level which allows foreseen maintenance and
repair methods to be used.
Functional classification Tentative performance
criteria
I Wave transmission
SLS: Hs, T = 0.5 – 1.8 m
Damage to main armour
SLS: D = 5 %, RLS: D = 15
%
ULS: D = 30 %
Sliding distance of caissons
SLS: 0.2 m, ULS: 2 m
Inner basins
Outer basinJetties
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
37
Cross sections
4Dn
3Dn
min. 1.5m
h 3Dn
1:2 1:1.5 2Dn
Dn relates to main armour
2Dn
1.5Hs 1:2
Dn relates to main armour
h 2.3Dn
3Dn
Shallow water
Deep water
Only rock and concrete cube armour considered.
Crest level determined from criteria of max. transmitted Hs = 0.50 m
by overtopping of sea state with return period equal to service life.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
38
Repair policy and cost of repair and downtime
Damage levels S (rock) Nod(cubes) Estimated D Repairpolicy
Initial 2 0 2 % no repair
Serviceability
(minor damage,
only to armour)
5 0.8 5 % repair of
armour
Repairable
(major damage,
armour + filter 1)
8 2.0 15 % repair of
armour +
filter 1
Ultimate
(failure)
13 3.0 30 % repair of
armour +
filter 1 and
2
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
39
Formulation of cost functions
All costs are discounted back to the time when the breakwater is built.
{ }( )+
+++==
LT
ttFFRRRRI
T r
tPTCtPTCtPTCTCTC1 1
1)()()()()()()()( min
2211
where
T return period used for deterministic design
TL design life time
CI(T) initial costs (building costs)
CR1(T) cost of repair for minor damage
PR1(t) probability of minor damage in year t
CR2(T) cost of repair for major damage
PR2(t) probability of major damage in year t
CF(T) cost of failure including downtime costs
PF(t) probability of failure t
r real rate of interest
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
40
Optimum safety levels for concrete cube armoured breakwater.
30 m water depth. 50 years and 100 years lifetime. Damage accumulation
included. Downtime costs of 200,000 EURO per day in 3 month for damage
D > 15%.
Lifetime
(years)
Real
Interest
Rate
(%)
Optimum design data for deterministic
design
Optimum limit state
average number of
events within structure
lifetime
Construction
costs for 1 km
length
(1,000 EURO)
Total lifetime
costs for 1 km
length
(1,000
EURO)Optimized
design
return
period, T
(years)
HsT
(m)
Optimum
armour
unit mass
W
(t)
Free-
board
Rc
(m)
SLS RLS ULS
2 1000 14.7 168 14.8 1.21 0.008 0.001 76,907 86,971
50 5 400 14.2 150 14.8 1.84 0.016 0.003 73,722 81,875
8 100 13.2 122 14.8 3.39 0.052 0.012 68,635 78,095
2 1000 14.7 168 15.4 2.68 0.013 0.002 78,423 93,440
100 5 400 14.2 150 15.4 3.90 0.029 0.005 75,201 84,253
8 200 13.7 136 15.4 5.28 0.056 0.011 72,675 79,955
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
41
Case 2.3. Concrete cube armour. 30 m water depth. 50 years and 100 years
lifetime. Damage accumulation included. Downtime costs of 200,000 Euro per
day in 3 month for damage D > 15 %
50000
70000
90000
110000
130000
150000
170000
190000
210000
25 50 75 100 125 150 175
Design armour weight in ton
To
tal
co
sts
in
1,0
00
Eu
ro
50 year - 2%
50 year - 5%
50 year - 8%
100 year - 2%
100 year - 5%
100 year - 8%
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
42
Conclusions related to rubble mound breakwaterswithout crown walls.
Optimum safety levels correponds to:
Approximately one repair of small armour layer damage (D = 5%) in 50 years
corresponding SLS repair probability of app. 1.0. (ROM specifies 0.1).
This corresponds to the use of the 200-400 years return period waves in
deterministic design!
Chances of major damage and collapse will be marginal (ULS: Failure
probability < 0.03, where ROM specifies 0.1).
Very flat cost minimum. No significant increase in lifetime costs by designing a
safer structure.
No or marginal influence of downtime costs on optimum safety levels.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
43
44
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
45Case 12. Water depth 20 m. Deep water waves.
Economical optimization of Icelandic berm breakwaters
Structure lifetime 50 years. Interest rate incl. inflation 5% p.a.
Downtime costs in case of failure 18,000 Euro per metre structure
Rock mass density 2.70 t/m3. Wave steepness Sop=0.035.
Case 11. Water depth 11 m. Shallow water waves.
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Cross sections of outer caisson breakwater
trtf
dh
hc
bf B br
h'
1:1.5
1:1.5
Caisson on bedding layer
Caisson on high mound foundation
TL
scHh = 6.0Freeboard
46
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Structure part Europe Japan
Caisson
Armour layers
Foundation core
90
150
37
150
235
25
Bulk unit prices for completed caisson structure in Euro/m3
Limit states Sliding distance (m) Repair
Serviceability SLS
Repairable RLS
Ultimate ULS
0.2
0.5
2.0
No
Dissipation blocks in front, or
mound behind
Both
Limit state performances
Repair unit prices
Blocks in front of caisson: Europe, 150 Euro/m3, Japan, 200 Euro/m3
Mound behind caisson: Europe, 25 Euro/m3, Japan, 50 Euro/m3
47
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
48
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Table 9.14. Case B1a. Optimum safety levels for outer breakwater
in 25 m water depth. 100 years service lifetime. RLS repair with
blocks in front of caisson.
49
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
100000
120000
140000
160000
180000
200000
220000
240000
10 100 1000 10000
design return period years
Life
tim
e c
osts
, E
uro
/m
h'/h=0.70
h'/h=0.77
h'/h=0.83
h'/h=0.90
h'/h=0.97
Fig. 9.15. Case B1a. Dependence of lifetime costs on relative height
of caisson rubble mound foundation and on return period applied in
deterministic design.
50
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Table 9.16. Case S1a. Optimum safety levels for outer breakwaters
in 40 m water depth. 100 years service lifetime RLS repair with
blocks in front of caisson.
51
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Fig. 9.16. Case S1a. Dependence of lifetime costs on relative height
of caisson rubble mound foundation and on return period applied in
deterministic design.
Geotechnical failure modes Caisson breakwaters
52
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
53
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Table 9.20. Case B1b,sand 30o. Optimum safety level for outer
caisson breakwater in 25 m water depth. 100 years lifetime. RLS
with mound behind caisson.
54
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
case B1 - 21
100000
120000
140000
160000
180000
200000
220000
240000
260000
280000
300000
10 100 1000 10000
design return period, years
Life
tim
e c
osts
, E
uro
/m
h'/h=0.70
h'/h=0.77
h'/h=0.83
h'/h=0.90
h'/h=0.97
Fig. 9.19. Case B1b, sand 30o. Dependence of lifetime costs on relative
height of caisson rubble mound foundation and on return period
applied in deterministic design.
55
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Table 9.21. Case S1b, sand 30o. Optimum safety level for outer
caisson breakwater in 40 m water depth. 100 years lifetime. RLS
with mound behind caisson.
56
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
case S1 - 31
200000
300000
400000
500000
600000
700000
800000
900000
1000000
10 100 1000 10000
design return period, years
Life
tim
e c
osts
, E
uro
/m h'/h=0.70
h'/h=0.77
h'/h=0.83
h'/h=0.90
h'/h=0.97
Fig. 9.20. Case S1b, sand 30o. Dependence of lifetime costs on relative
height of caisson rubble mound foundation and on return period
applied in deterministic design.
57
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
case B1 - 21
100000
110000
120000
130000
140000
150000
160000
170000
180000
190000
200000
10 100 1000 10000
design return period, years
Life
tim
e c
osts
, E
uro
/m h'/h=0.70
h'/h=0.77
h'/h=0.83
h'/h=0.90
h'/h=0.97
58
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
59
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
case S1 - 31
200000
250000
300000
350000
400000
450000
500000
10 100 1000 10000
design return period, years
Life
tim
e c
osts
, E
uro
/m h'/h=0.70
h'/h=0.77
h'/h=0.83
h'/h=0.90
h'/h=0.97
60
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Conclusions related to outer caisson breakwaters allowed to slide
moderably. Sand seabed, =35º. Wide rear berm.
Optimum safety levels for cost optimized designs correspond to the following probabilities.
Failure probabilities in 50 years lifetime
Water
depthSliding
Geotechn.
slip failureROM 0.0
SLS ULS
15 m 0.027 0.023 0.042 0.10
25 m 0.011 0.006 0.022 0.10
40 m 0.004 0.002 0.034 0.10
Optimum safety levels seem much more restrictive than recommended in ROM
0.0, and are significantly higher than for conventional rubble mound breakwaters.
61
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
62
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
V JORNADAS DE PROYECTOS Y OBRAS DE LASV JORNADAS DE PROYECTOS Y OBRAS DE LASAUTORIDADES PORTUARIASAUTORIDADES PORTUARIAS
A CORUÑA, 27 DE SEPTIEMBRE DE 2007A CORUÑA, 27 DE SEPTIEMBRE DE 2007
NUEVAS INSTALACIONESNUEVAS INSTALACIONESPORTUARIAS EN PUNTAPORTUARIAS EN PUNTALANGOSTEIRA (A CORUÑA)LANGOSTEIRA (A CORUÑA)
Fernando J. Noya Arquero.Fernando J. Noya Arquero.
Subdirector General de Infraestructuras.Subdirector General de Infraestructuras.
Autoridad Portuaria de A Coruña.Autoridad Portuaria de A Coruña.
63
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
TRAMOS RESULTADOS
MORRO 1A 1B QUIEBRO
13.3 13.8 14.8 15.1
2A 2B 2C 2D
15.1 14.8 15.1 10.7
Hs,140 años
ANTECEDENTES:ANTECEDENTES:
BASES DE DISEÑO: OLEAJE (2/3)BASES DE DISEÑO: OLEAJE (2/3)
64
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
TEMPORALES
AÑO FECHA HS (m) Hmax (m) Tp (seg)
1998 29-nov 7,42 13,18 17,24
1999 18-ene 7,58 13,54 14,3
2000 06-nov 9,61 14,76 13,4
2001 28-ene 11,91 18,06 14,3
2002 22-nov 8,02 10,69 14,3
2003 21-ene 8,76 13,8 15,3
2004 18-abr 6,8 10,65 12,5
2005 01-ene 9,36 14,65 16,7
2006 08-dic 7,81 13,24 15,3
2007 10-feb 9,04 13,77 16,7
ANTECEDENTES:ANTECEDENTES:
BASES DE DISEÑO: OLEAJEBASES DE DISEÑO: OLEAJE
65
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
Dique deAbrigo
PROYECTO:PROYECTO:
PLANTA Y SECCIONES TIPO.PLANTA Y SECCIONES TIPO.
66
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
PROYECTO:PROYECTO:
PLANTA Y SECCIONES TIPO.PLANTA Y SECCIONES TIPO.
SECCIÓN PRINCIPAL DIQUE DE ABRIGOSECCIÓN PRINCIPAL DIQUE DE ABRIGO
67
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
AGOAGO
20072007
DIQUE DEFINITIVO
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
AGOAGO
20072007
DIQUE DEFINITIVO
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
DIQUE DEFINITIVO
SEPSEP
20072007
70
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
71
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
72
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
73
Symposium Design and Construction of Deep Water Maritime Works, Gijon, Spain, 2007
Presentation by Hans F. Burcharth, Aalborg University, Denmark, e-mail: burcharth@burcharthmail.com
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