K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
67
Significant
Guidance
for
Design and Construction
of
Marine and
Off
shore Structure
s
Kabir Sadeghi
1
Girne American University, Faculty of Engineering and Architecture, TRNC
Abstract
Marine and offshore structures are constructed worldwide for a variety of f
unctions and
in a variety of water depths, and environmental conditions. Shore protection facilities,
ports, harbors and offshore petroleum platforms are important infrastructures which
have big impacts on the economy level and industrial progress of count
ries.
S
election of type of platform and also right planning, design, fabrication, transportation
and installation
of
marine and offshore structure
s, considering the water depth and
environment conditions are very important. In this
paper an overview
of coa
st, ports
and offshore structures e
ngineerin
g is presented. The paper
covers mainly design and
construction of jetties, harbor and
fixed template offshore platforms
. Th
e overall
objective of this paper
is to provide a general understanding of different sta
ges of
design, construction, load

out, transportation and installation of
marine and offshore
structures.
Keywords
:
Wave Mechanics, Temp
late Platform
,
Jacket, Harbor, Breakwater
,
Petroleum,
Oil/Gas.
1.
Introduction
The marine and offshore structures must
function safely for their design lifetimes (50
to 75 years for harbors and 25 years or more for offshore
petroleum
platforms) against
very harsh marine environments. Some important design considerations are peak loads
created by storm winds and waves, fati
gue loads generated by waves over the platform
lifetime and the motion of the platform.
Offshore structures are designed for installation in the open sea, lakes, and gulfs many
kilometers from shorelines. These structures are mainly made of various grades
of
steel, from mild steel to high strength steel. Offshore platforms are very heavy and they
are among the tallest manmade structures on the earth
.
T
his paper covers mainly design and construction of jetties,
breakwaters
,
harbors
and fixed template offsho
re platforms
. For more information about
environmental
1
ksadeg
h
i@gau.edu.tr
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
68
data fo
r Persian Gulf and Caspian Sea, d
ifferent types of coastal, ports and offshore
structur
es along with necessary formulae
, equations and data needed for design and
analysis of such structures
ref
erences 1, 2 (Sadeghi 2001, 1989) and 3 (
U.S. Army
Coastal Engineering Center)
may be used
which
are
submitted
briefly in this paper.
2
.
Different Types of Marine and Offshore Structures
2
.1. Marine Structure Types
Main
types of marine structures are
bre
akwaters, shore protection structures, groins,
jetties, dry ducks,
which
are
classified
and
described
for different water depths and
environment conditions
in the book reference 1 that can be used in the design and
construction phases
.
2
.2. Offshore Petrol
eum Platform Types
Depending upon the water depth
,
environmental and
geotechnical conditions
,
different
types of offshore petroleum platforms such as template, tower, guyed tower, gravity,
tension leg, jack up, semi submersible and ship type platforms
are
used.
There are two main groups of offshore platforms/rigs; the first group includes
moveable offshore drilling rigs that can be moved from one place to another and the
second group covers the fixed platforms.
Main types of offshore platforms are briefly
explained below.
2
.2.1. Moveable Offshore Drilling Platforms/Rigs
Jackup rigs
are suitable for shallower waters
and can be moved from one place to
another
.
Submersible rigs, also suitable for shallow waters, are like jack

up rigs in that they
come in cont
act with the sea floor.
Semisubmersible platform/rig
is an offshore oil rig that has a floating drill unit that
includes columns and pontoons that if flooded with water will cause the pontoons to
submerge to a depth that is predetermined. Semisubmersible
rigs are the most common
type of offshore drilling rigs, combining the advantages of submersible rigs with the
ability to drill in deep water. The rig is partially submerged, but still floats above the
drill site. When drilling, the lower hull, filled with
water, provides stability to the rig.
Semisubmersible rigs are generally held in place by huge anchors, each weighing
upwards of ten tons. These anchors, combined with the submerged portion of the rig,
ensure that the platform is stable and safe enough to
be used in turbulent offshore
waters.
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
69
Semisubmersible rigs can also be kept in place by the use of dynamic positioning
system.
Semisubmersible rigs can be used to drill in deep waters. Now with a leap in
technol
ogy depths of up to 6,000 feet
can be achie
ved safely and easily. This type of
rig platform will drill a hole in the seabed and can be quickly moved to new locations.
Drillships use 'dynamic positioning' systems. Drillships are equipped with electric
motors on the underside of the ships hull, capa
ble of propelling the ship in any
direction. These motors are integrated into the ships computer system, which uses
satellite positioning technology, in conjunction with sensors located on the drilling
template, to ensure that the ship is directly above th
e drill site at all times.
2
.2.2. Fixed Platforms
In shallow water, it is possible to attach
physically
a platform to the sea floor. The
'legs' are mainly constructed with steel, extending down from the platform, and
fixed to the seafloor with piles.
The
re are many possible designs for these fixed permanent platforms. The main
advantages of these types of platforms are their stability, as they are attached to the
sea floor there is limited exposure to movement due to wind, current and wave
forces. However
, these platforms cannot be used in extremely deep water; it simply
is not economical to build legs that
are
long.
Template (jacket)
platforms
are usually installed in Persian Gulf, Gulf of
Mexico, Nigeria, California shorelines and are made of steel. Temp
late platforms
mainly consist of jacket, decks and piles. All of the petroleum platforms installed
in Persian Gulf are Template (Jacket) type. So far about 160 template platforms
belonging to Iran and about 150 template platforms belonging to Arabian count
ries
are installed in The Persian Gulf.
Tower platforms
consist of a narrow tower, attached to a foundation on the
seafloor and extending up to the platform. This tower is flexible, as opposed to the
relatively rigid legs of a fixed platform.
Tension Leg
Platforms (TPL)
are used in deep waters. The long, flexible tension
legs (cables) are attached to the seafloor, and run up to the platform itself. These
legs allow for significant side to side movement (up to 20 feet), with little vertical
movement. Tensi
on leg platforms can operate as deep as 7,000 feet.
Gravity Platforms
are fixed platforms which are made of concrete. The weight of
the legs and seafloor platform is so great, that they do not have to be physically
attached to the seafloor, but instead sim
ply rest on their own mass.
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
70
Figure 1.
Example of a Template Platform
C
onfiguration
.
3
. Wave Mechanism and Wave Theories
Wave mechanics and wave theories including wave classifications, governing
equations of waves theories, different wave theori
es such as Airy, Stockes (second
and fifth orders), Stream Function, Cnoidal, Solitary and Trochoidal waves and the
related equations are presented in references 1, 2 (Sadeghi 2001, 1989) and
4
(
Turgut Sarpkaya et al.
)
which
c
an be used for more informatio
n.
All sea motions can be determined by differences between water particle velocities
and pressures in functions of its position and time. Basic governing equations of
hydrodynamic sea motion are continuity equation (Laplace equation) and
momentum equation
(Bernoulli equation). In all cases, fluid is assumed to be
incompressible, in

viscid and irrotational. Velocity Potential Function (Φ) is
defined so that its negative partial derivatives in different directions submit the
water particle velocity component
s in those directions (u, v and
):
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
71
Figure 2. Wave profile
.
Continuity equation (Laplace equation) is as follows:
0
2
2
2
2
2
2
z
y
x
(1)
and momentum equation (Bernoulli equation) is:
)
(
)
(
2
1
2
2
2
t
f
gz
P
v
u
t
(2)
By applying boundary cond
itions for sea surface level and seabed level, Φ from
one
of
the theories (such as Airy, Stockes “second and fifth orders”, Stream
Function, Cnoidal, Solitary and Trochoidal wave theories) and the other wave
characteristics are found.
In the references 1
,
2
(Sadeghi 2001
, 1989
) and
4
(
Turgut Sarpkaya et al.
)
the
complete tables of equations for Airy, Stockes (second and fifth orders), Stream
Function, Cnoidal, Solitary and Trochoidal wave theories are specified.
An
example of such Tables (for Stockes seco
nd
orders wave theory) is given
below:
sin
sinh
cosh
kd
ks
kT
H
+
2
sin
)
(
sinh
)
2
cosh(
8
3
4
kd
ks
L
H
kT
H
(3)
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
72
2
cos
2
cosh
2
sinh
cosh
8
cos
2
3
kd
kd
kd
L
H
H
H
(4)
2 2
2
cosh 1 3cosh 2
sin 1 sin 2
2 sinh 8 sinh 2sinh
cosh 2
4 sinh
H ks H H ks
kd L kd kd
H H ks
t
L kd
(5)
2
cos
sinh
2
sinh
16
3
cos
sinh
sinh
2
4
kd
ks
L
H
H
kd
ks
H
V
(6)
2
cos
sinh
2
cosh
4
3
cos
sinh
cosh
4
kd
ks
L
H
T
H
kd
ks
T
H
u
(7)
2
sin
sinh
2
sinh
4
3
sin
sinh
sinh
4
kd
ks
L
H
T
H
kd
ks
T
H
w
(8)
2
sin
sinh
2
cosh
3
sin
sinh
cosh
2
4
2
2
2
2
kd
ks
L
H
T
H
kd
ks
T
H
t
u
(9)
2
cos
sinh
2
sinh
3
cos
sinh
sinh
2
4
2
2
2
2
kd
ks
L
H
T
H
kd
ks
T
H
t
w
(10)
1
2
cosh
2
sinh
1
4
1
2
cos
3
1
sinh
2
cosh
2
sinh
1
4
3
cos
cosh
cosh
2
1
2
ks
kd
L
H
gH
kd
ks
kd
L
H
gH
kd
ks
gH
gz
P
(11)
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
73
4
2
0
8
1
gH
E
(12)
4
2
0
2
sinh
2
1
16
1
kd
kd
c
gH
p
(13)
Where:
:
Velocity potential,
kd
k
g
k
C
tanh
2
2
2
: re
presents dispersi
on relation,
(14)
:
Surface elevation,
:
Horizontal particle displacement,
:
V
Vertical particle displacement,
:
u
Horizontal
particle velocity,
:
w
Vertical particle velocity,
:
t
u
Horizontal particle acceleration,
:
t
w
Vertical particle acceleration,
:
P
Pr
essure,
:
E
Average energy density,
:
p
Energy flux.
The graph for finding validity of wave theories in different water depths and for
vari
ous environmental conditions is
given in Figure 3.
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
74
Figure 3. Validity of wave th
eories graph
.
4
.
Wave Generation Mechanism and Effective Factors in Design
Wave generation mechanisms and effective factors in design and analysis of
structures under wave
loading
and also
s
ea state, wave height, wave period
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
75
di
stributions, progress procedures of wa
ves toward shoreline (refer to the F
igure 4),
waves prediction methods for shall
ow and deep waters are issued here shortly.
Figure
4. Wave progress to shoreline
.
Wave characteristics prediction methods based on equat
ions of Stevenson, S.M.B.
(Sverdrup

Munk

Bretschneider), Pierson

Moskowitz, Hasselmann, JONSWAP
(Joint North Sea Wave Pro
ject) can be found
in references 1 (Sadeghi 2001) and 3
(
U.S. Army Coastal Engineering Center)
for
more information
.
Bretschneider equ
ations for prediction of wave height (H) and wave period (T) in
constant water depth (d) condition and for different fetch lengths (F) are as follows:
U
U
A
23
.
1
71
.
0
(U in m/s) (15),
U
R
T
U
)
10
(
.
(16)
U
gd
U
gF
U
gd
U
A
A
A
gH
A
2
530
.
0
tanh
2
00565
.
0
tanh
2
530
.
0
tanh
283
.
0
4
3
2
1
4
3
2
(17)
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
76
U
gd
U
gF
U
gd
U
A
A
A
gT
A
2
833
.
0
tanh
2
0379
.
0
tanh
2
833
.
0
tanh
54
.
7
8
3
3
1
8
3
(18)
U
gT
U
A
gt
A
3
7
2
10
37
.
5
x
(19)
Figure 5. Stability factor R
T
graph.
Stability factor R
T
defined by Resio and Vincent in 1977 allows to consider air

sea
temperature difference in Bretschneide
r equations which is an important factor in
wave analysis.
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
77
Bretschneider equations for prediction of spectral wave height (H
m0
), peak spectral
period (T
m
) and duration of wind (t) for a limited fetch length (F) in deep water
conditions are as follows:
U
gF
U
H
A
g
A
m
2
6
.
1
2
1
3
2
0
10
x
(20)
U
gF
U
T
A
g
A
m
2
857
.
2
3
1
1
10
x
(21)
U
gF
U
A
gt
A
2
88
.
6
3
2
10
x
(22)
In fully developed wave case, the following equations can be used:
(23)
134
.
8
U
T
A
m
g
(24)
10
4
15
.
7
x
U
A
gt
(25)
S.M.B. (Sverdrup

Munk

Bretschneider) equations for prediction of wave
characteristics which are the modification of Sverdrup

Munk equations in 1958 by
Bretschneider are set bellow:
For deep

water conditions:
10
1
2
0
433
.
2
x
U
H
A
m
g
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
78
U
gF
U
gH
2
0125
.
0
tanh
283
.
0
42
.
0
2
(26)
U
gF
U
gT
2
077
.
0
tanh
20
.
1
25
.
0
2
(27)
2
2
1
2
2
2
ln
ln
ln
exp
U
gF
D
C
U
gF
B
U
gF
A
K
gt
U
(28)
where:
x
e
x
exp
,
log
e
ln
,
5882
.
6
K
,
0161
.
0
A
,
3692
.
0
B
,
2024
.
2
C
,
8798
.
0
D
And for non

deep water conditions and for constant water depth d:
U
gd
U
gF
U
gd
U
gH
2
530
.
0
tanh
2
0125
.
0
tanh
2
530
.
0
tanh
283
.
0
75
.
0
42
.
0
75
.
0
2
(29)
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
79
U
gd
U
gF
U
gd
U
gT
2
833
.
0
tanh
2
077
.
0
tanh
2
833
.
0
tanh
20
.
1
375
.
0
25
.
0
375
.
0
2
(30)
Pierson

Moskowitz in 1964 presented three equations for a wave spectral and then
the
following equations were submitted by Moskowitz in 1964:
d
e
ag
d
4
/
E
/
4
0
5
2
(31)
where:
10
3
1
.
8
x
,
74
.
0
,
U
g
/
0
Hasselmann et al. in 1973and 1976 proposed the following equations wh
ich are
known as JONSWAP (Joint North Sea Wave Project):
ba
e
f
ag
f
5
4
2
2
E
(32)
where:
4
4
5
f
f
m
and
f
f
m
m
f
b
2
2
2
2
exp
The effects of sea bottom on the wave characteristics such as reflection, refraction,
shoaling, absorption, diffraction and wave breaking are c
lassified and formulated in
the references 1
, 2
(Sadeghi 2001
, 1989
) and 3 (
U.S. Army Coastal Engineering
Center)
.
The refraction phenomenon
for changing water
depth is graphically shown
in the F
igu
re 6.
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
80
Figure 6. Example of wave refraction
plan
.
5
.
Hydrodynamic Forces Applied on Jetties and Platform
Hydrodynamics forces applied on the jetties and offshore platforms due to
waves
are hereunder specified
.
The Morison formula and the hydrodynamic coe
fficients such as drag coefficient
(Cd), Inertia or mass coefficient (Cm) for different types of piles and structure
members (having circular, rectangular and square sections) are described. The
Morison formula is written bellow and the parameters used
in
it are shown
graphically in F
igure 7.
u
Du
dt
du
f
C
D
C
f
f
D
M
D
i
2
1
4
2
(33)
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
81
Figure 7.
Significant parameters of hydrodynamic forces on circular piles due to
waves.
The
calculation of the forces and moments applied on piles, jacket legs/braces due
to waves and
on pile groups are
essentials
. A
s the wave passes through the
structure, in each moment
,
different amount of forces are applied on the structure.
The total force (F
T
) applied on the structure is
calculated from combination of drag
force (F
D
) and inertia f
orce (F
i
). The schematic results of
a
real case example are
shown in the F
igure 8
(Sadeghi 2001)
.
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
82
Figure 8. Forces applied on a piled structure due to wave profile.
6
.
Pa
rameters
Affected
on Loading of
Jetties and Platforms
Forces and parameters a
ffect
ed on loading and analyzing of the jetties and
plat
forms,
Ship impacts on the bumpers and fenders of jetties and platforms,
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
83
different types of fenders, specifications of berths in ports, mooring forces, dead
and live loads, load combinations, current force
, wind force, e
arthquake force and
the needed formulae are items that are to
be
consid
ered in the design phase which
for further information
reference
s
1
and 2
(Sadeghi 2001
, 1989
)
can be used
.
7
.
Design and Analysis of Template Platform and Jetties Piles
Different methods used for design of template fixed platforms and jetties
piles are
issu
ed
in
the
references 1 and 2 (Sadeghi 2001, 1989)
.
Ultimate capacity of piles under lateral loading, in cases of long/flexible and
short/rigid piles based on the equat
ions of Brooms, Brinch Hansen, Davisson, K.E.
Robinson, Rise and Matlock for different types of soils (cohesive and noncohesive
soils)
and also different conditions of API, related computer software, soil

structure
interaction and useful recommendations
ar
e giv
en in
the
references 1, 2 (Sadeghi
2001, 1989)
,
5 (
Tamlinson)
and
6
(API)
. Among the several computa
tional graphs
one example is shown in the F
igure 9.
Figure 9.
Computational
graph for finding coefficients of pile resistance.
8
.
Bases of Design and
Analysis of Offshore Template
Platforms
Summary of
Principals of design and analysis of fixed template platforms along
with data and recommendations for design, analysis, construction, load

out,
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
84
transportation and installation of platforms in Persian Gul
f
submitted in the
references 1 (Sadeghi 2001) and
6
(API)
are pr
esented
hereunder
.
8
.1. Summary of Offshore Construction Project Stages
Basically an offshore platform construction project includes the following phases:
Design
Procurement
Fabrication of s
teel structures
Load

out, transportation and installation operations
Commissioning
Usually, fabrication of steel structures of offshore platforms is carried out at the
construction yard, located significantly remote from the installation site. Load

out,
transportation and installation of such big

sized elements are complicated
operations requiring special designs, structural strength calculations for the related
conditions.
8
.2. Design of Offshore Fixed Platforms
8
.2.1. General
The most commonly used off
shore platforms in the Gulf of Mexico, Nigeria,
California shorelines and Persian Gulf are template type platforms and are made of
steel, and are used for oil/gas exploration and production (Sadeghi, 2001). The
design and analyses of these offshore structu
res are carried out in accordance with
recommendations published by the American Petroleum Institute (API), American
Institute of Steel Construction (AISC) codes and the like.
8
.2.2. Different Analyses Needed for Template Platforms
M
ain analyses required
for design of a template (jacket) type platform are as
follows:
In

place analysis
Earthquake analysis
Fatigue analysis
Impact analysis
Temporary analysis
Load

out analysis
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
85
Transportation analysis
Appurtenances analysis
Lift or Launch analysis
Upending an
alysis
Up

righting analysis
Un

piled stability analysis
Pile and conductor pipe drivability analysis
Cathodic protection analysis
Transportation analysis
Installation analysis.
8
.2.3. Environmental Parameters
The design and analysis of fixed offshore platf
orms may be conducted in
accordance with the API’s “Recommended Practice for Planning, Designing, and
Constructing Fixed Offshore Platforms
–
Working Stress Design (API

RP

2A

WSD)”.
The API specifies minimum design criteria for a 100

year design storm.
H
elicopter landing pad (helipad or helideck) on offshore platforms must conform
to API RP

2L (latest edition).
Normally, for the analysis of offshore platforms, the environmental parameters
include wave heights of as much as 21 meters (depending on the wate
r depth) and
wind velocities of 170 km/hr for Gulf of Mexico, coupled with tides up to 4 m in
shallow waters. The wave heights up to 12.2 meters and wind velocities up to 130
km/hr for Persian Gulf, coupled with tides up to 3 m are considered in design of
platforms.
The design wave height in Southern Caspian Sea is about 20 m for a return period
of 100 years, and for North Sea it is over 32 m depending on the location.
The API RP

2A also specifies that the lowest deck must maintain a minimum of
1.5 m air ga
p between the bottom of the deck beams and the wave crest during the
maximum expected level of water considering combination of wave height and
tides.
The platform should resist against the loads generated by the environmental
conditions, construction, l
oad

out, transportation and installation plus other loads
generated by onboard equipments.
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
86
8
.2.4. Geotechnical Data and Pile Design Consideration
Another essential part of the design of offshore structures is the soil investigation
and pile design. The soi
l investigation is vital to the design of offshore structures,
because it is the soil that ultimately resists the enormous forces and moments
present in the piling, at the bottom of the ocean, created by the presence of the
platform in the storm conations.
The under seabed soil normally can be clay, sand, silt, or a mixture of these.
Each project must acquire a site

specific soil report showing the soil stratification
and its characteristics for load bearing in tension and compression, shear resistance,
and
load

deflection characteristics of axially and laterally loaded piles. The soil
borings at the desired location and then performing in

situ and laboratory tests are
necessary for developing data usable to the platform design. The soil report should
show
the calculated minimum axial capacities for piles of the same diameter as the
platform design piles, SRD curves, different types of mudmat bearing capacity, pile
group action curves, shear resistance values and pile tip end bearing values, lateral
pile axi
al capacity values.
These values will be input into the structural analysis model (normally in StruCad,
FASTRUDL or SACS software), and will determine minimum pile penetrations
and sizes, considering a factor of safety of 1.5. For operating loads, the F.S.
must
be 2.0 for piles. The unity check ratios must not exceed 1.0, in the piles or
anywhere else in the platform in normal conditions.
Pile penetrations will vary depending on platform size and loads, and soil
characteristics, but normally range from abo
ut 30 meters to about 100 meters. For
heavy platforms in Persian Gulf, pile diameter is about 2 m and pile penetration is
about 70 m under seabed.
The soil characteristics are also used for a pile drivability analysis. Sandy soils are
very desirable for ax
ial end bearing, but can be detrimental to pile driving when
encountered near the surface.
8
.2.5. Software Used in the Platforms Design
To perform the structural analysis of platforms the following software may be
used:
SACS, FASTRUDL, MARCS, OSCAR, Stru
Cad or SESAM for
structural analysis.
Maxsurf, Hydromax, Seamoor for hydrodynamics calculations of
barges.
GRLWEAP, PDA, CAPWAP for pile analyses.
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
87
8
.2.6. Structural Analysis
To perform structural analysis of a platform, structural model is developed using
normally one of the following common software packages developed for the
offshore engineering: SACS, FASTRUDL, MARCS, SESEM, OSCAR or StruCad.
A model of the structure should include all principal members of the structure,
appurtenances and major equipment
s.
A typical offshore structure supported by piles has normally a topside structure
containing a Main Deck, a Cellar Deck, Sub

Cellar Deck and a Helideck. The
topside structure is supported by deck legs connected to the top of the piles. The
piles extend f
rom above the top level of jacket through the mudline and into the
soil. Underwater, the piles are contained inside the legs of a “jacket” structure
which serves as bracing for the piles against lateral loads. The jacket may also
serve as a template for
the initial driving of the through

leg piles (The piles are
driven through the inside of the legs of the jacket structure). The pile
s may be
driven from outside
the legs of the jacket structure in the case of using skirt piles
and using underwater hammer.
The structural model file consists of:
The type of analysis, the mudline elevation and water depth,
Member sizes,
Joints definition,
Soil data (i.e. mudmat bearing capacity, pile groups, T

Z, P

Y, Q

Z
curve data),
Joint coordinates,
Marine growth
input,
Inertia and mass coefficients (C
D
and C
M
) input,
Distributed load surface areas,
Wind areas,
Anode weights and locations,
Appurtenances weights and locations,
Conductors and piles weight and locations,
Grouting weight and locations,
Load cases i
nclude dead, live and environmental loading, crane loads,
etc.
Any analysis of offshore platforms must also include the equipment weights and a
maximum deck live loading (distributed area loading), dead loads in addition to the
environmental loads mention
ed above, and wind loads. Underwater, the analysis
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
88
must also include marine growth as a natural means of enlargement of weight, in
addition to the underwater projected areas subject to wave and current forces.
The structural analysis will be a static line
ar analysis of the structure above the
mudline combined with a static non

linear analysis of the soil with the piles.
Additionally, checks will be made for all tubular joint connections to analyze the
strength of tub
ular joints against punching.
The punc
hing shear analysis is referred
to as “joint can analysis”. The Unity Checks must not exceed 1.0 in normal
condition.
All structural members will be chosen based on the results of the computer

aided
in

place and the other above

mentioned analyses.
Concu
rrently with the structural analysis the design team will start the development
of construction drawings, which will incorporate all the dimensions and sizes
optimized by the analyses and will also add construction details for the field
erection, load

out,
transportation, and installation of the structure.
The platforms must be capable of withstanding the most severe design loads and
also of surviving a design lifetime of fatigue loading.
The fatigue analysis is developed with input from a wave scatter diag
ram and from
the natural dynamic response of the platform, and the stiffness of the pile caps at
the mudline by applying Palmgeren

Miner formula. A detailed fatigue analysis
should be performed to assess cumulative fatigue damage. The analysis required is
a “spectral fatigue analysis” or simplified fatigue analysis according to API.
The Palmgeren

Miner formula (1924, 1945) suggest that if N1max, N2max, ..., or
Nimax cycles are necessary to reach failure with subsequent cycles type 1, 2, ..., n,
then the da
mage indicator for a series composed of N1, ..., Nn cycles is S (S = 1 at
failure).
n
i
i
i
N
N
S
1
max
(34)
The Palmgeren

Miner formula does not reflect the temporal sequence of loading
cycles and is based only
on
the number of cycles. For exa
mple applying high stress
cycles at the beginning or at the end of the loading history does not affect
differently the estimated damage. Fatigue formulas which are based on transmitted
energy (not only on cycle numbers) such as Kabir Sadeghi’s fatigue form
ula
(
Sadeghi
1993,
1998
)
gives more accurate results.
Sadeghi’s fatigue formula gives the estimation of the identical cycle number
n
r
j
that produces failure in the case of one constant amplitude
a
j
series.
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
89
n
r
j
based on Sadeghi’s formula is obtained as follows for cycles type j:
j
s
j
p
u
r
j
E
E
E
n
1
1
(35)
where:
E
P
1
: Transmitted energy of positive displacements for a (P.H.C.)j
j
s
E
1
: Transmitted ene
rgy of positive displacements for a (F.H.C.)j.
P.H.C.
means "primary half

cycle" and F.H.C.
means "following half

cycle".
Since
j
is variable versus amplitude, it is not possible to consider one single
constant.
API allows a simplif
ied fatigue analysis if the platform:
is in less than 122 m (400 ft) water depth,
is constructed of ductile steel,
has redundant framing and
has natural period less than 3 seconds.
8
.3. Fabrication (Construction)
The API RP

2A or the similar codes list t
he recommended material properties for
structural steel plates, steel shapes and structural steel pipes.
As a minimum, steel
plates and structural shapes must conform to the American Society for Testing and
Materials (ASTM) grade A36 (yield strength, 250
MPa) or equivalent. For higher
strength applications, pipe must conform to API 5L, grade X52 or grade X72.
All materials, welds and welders should be tested carefully. For cutting, fitting,
welding and assembling, shop drawings are necessary.
8
.4. Load

ou
t and Transportation
The offshore structures are generally built onshore in “fabrication yards” for cost
savings and to facilitate construction. Upon completion, these structures have to be
loaded out and to be transported offshore to the final assembly s
ite, onboard a
barge. The design and analysis of an offshore structure must include load

out and
transportation calculation as well. All stages of the load

out of the structure should
b
e considered and the stresses should
be checked. Before transportation
of
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
90
platform, sea

fastening analysis is performed and the platform parts (jacket, decks,
and appurtenances) are fastened to the barge. In the transportation analysis, the
motions of roll, pitch, heave and yaw should be considered.
To perform a transportati
on analysis, an environmental report showing the worst
sea

state conditions during that time of the year throughout the course of the
intended route should be available for design. Generally, based on Noble Denton
criteria for transportation, it may assum
e a 20 degree angle of roll with a 10 second
roll period, and a 12.5 degree angle of pitch with a 10 second period, plus a
heave
acceleration of 0.2 g.
8
.5. Installation
All the structural sections of an offshore platform must also be designed to
withstand
the lifting/launching, upending, up

righting, and other installation
stresses.
The jackets must be designed to be self supporting during pile driving and
installation period. Mudmats are used at the bottom horiz
ontal brace level which
transfer
the tempor
ary loads to the seabed surface and soil before completion of
pile driving operation. The mudmats are made of stiffened steel plates and are
generally located adjacent to the jacket leg connections near the mudline level.
The piles must be designed to with
stand the stresses during pile driving operation.
The piles are installed in sections. The first section must be long enough to go from
a few meters above the top of the jacket leg to the mudline (additionally pile setup
and self

weight penetration of pil
e should be taken into account). The other
sections (add

ons) must be field welded to the first section (main piece) and the
following add

ons at an elevation slightly higher than the top of the jacket legs.
When all the piles have been driven to the requi
red design target penetrations, they
will be trimmed at the design “top of pile” elevation. The jacket will then be
welded to the piles about 1.0 meters or less below the top of the piles around
scheme plate.
8
.6. Data Used for the Tallest Platform Install
ed in Persian Gulf
Data used for the tallest platform installed in Persian Gulf along with different
steps of analyses of the platform are given in the
reference 1
(Sadeghi 2001)
as an
example.
9
.
Breakwaters
P
orts
and harbors design, and
the different type
s of breakwaters, details of
breakwater design and construction with special stress on rubble mound structures
K. Sadeghi
, G
A
U J. Soc.
& Appl. Sci., 4(7), 67

92
, 200
8
91
are presented in references 1 (Sadeghi 2001) and 3 (
U.S. Army Coastal
Engineering Center)
.
Among the different equations required to design rubbl
e mound breakwaters,
Hudson equation (1953, 1959 and 1961) given bellow is used for calculation of
armor weights.
cot
.
1
.
.
W
3
3
S
K
w
r
D
r
H
(36)
The specifications of different kinds of armors such as Dolos, Tetrapod, Tribar,
Hegzapod, Quadrapod, modifi
ed cube and quarry stone along with advices for
design and construction of breakwaters are specified in the
references 1 (Sadeghi
2001) and 3 (
U.S. Army Coastal Engineering Center)
. A section of breakwater
trunk recommended by
U.S. Army Coastal Engineering
Center
is shown in the
F
igure 10.
Figure 10. Example of a recommended breakwater section
10.
Conclusion
This paper gives an
overall
view from different steps of planning, Design and
construction of marine and offshore structures.
T
he
selected reference
b
ook
s and
codes especially
references 1, 2 (Sadeghi 2001, 1989)
,
3 (
U.S. Army Coastal
Engineering Center)
,
4 (
Turgut Sarpkaya et al.
)
,
5 (
Tamlinson),
6 (API)
and
the
other related codes
,
along with the software mentioned
i
n this paper
are very
Significant Guidance for
Design and C
onstruction of
Marine and O
ff
shore S
tructures
92
helpful
for
designing
marine and o
ffshore
structures
.
These documents
cover
a
wide range of information, technical specifications, technical data, applicable
equations and graphs, useful recommendations, addressing most used in
ternational
codes and standards and
can b
e conside
red as
reliable guides
for design
ing
and
construction of marine and
offshore structures
.
References
Kabir Sadeghi, 2001, "Coasts, Ports and Offshore Structures Engineering
Book
",
Rev. 1, Published by Power and Water Univer
sity of Technology
, 501 p
ages,
ISBN: 964

93442

0

9
.
Kabir Sadeghi, 2001, “Design of Marine and Offshore Structures”, Published by
K.
N. T. University of Technology, 1989, 456 pages
.
U.S. Army Coastal
Engineering
Center,
Shore Protection Manual
, Vol. I & II,
Fourth edition, Second
printing, 1980
.
Turgut Sarpkaya/Michael Isacicson, “Mechanics of Wave Forces on Offshore
Structures”, Published by Van Nostrand Reinhold Co
.
Tamlinson M. J., Pile Design &Construction Practice, Published by Viewpoint
Publication
.
API, Recommended Practice
for Planning, Designing & Constructing Fixed
Offshore Platforms, API

RP.2A

WSD,
21st
edition.
Sadeghi K., “Proposition of a Damage Indicator Applied on R/C Structures
Subjected to Cyclic Loading”, Fracture Mechanics of Concrete Structures
,
Vol.
1, edited b
y J. Mihashi & K. Rokugo, AEDIFICATIO Publishers
(
Netherlands
/Germany
), 1998, p. 707

717
.
Sadeghi K., Lamirault J. and Sieffert J.G., “Damage Indicator Improvement
Applied on R/C Structures Subjected to cyclic Loading”,
EURODYN93,
Norway,
Structural Dynamics, vol. 1, p. 129

136, Balkema, T. Moan et al.
Editors, ISBN 90 5410336 1, 1993
.
Sadeghi K., Lamirault Jacq
ues, & Sieffert Jean Georges, “
proposition de
définition d’un indicateur de dommage”, Troisième Colloque National de
Génie parasism
ique “Génie parasismique et Aspects vibra
toires dans le
Génie civil”, AFPS, Paris,
1993, vol. 2, Techniques Avancées, p. TA47

TA 56
.
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