Tank design description Takreer Propylene Storage Tank design description_00_flat.doc Page 1 of 40 Tank Design Description Ruwais Refinery Expansion Project Takreer Propylene Storage Tank (47.000m³) Alternative: Flat Foundation revision date prepared checked approved changes 0 09.09.2009 Schiebel Salvatore Dr. Roetzer First internal revision signature el. el. el.
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Tank design description
Takreer Propylene Storage Tank design description_00_flat.doc Page 1 of 40
Tank Design Description
Ruwais Refinery Expansion Project
Takreer
Propylene Storage Tank
(47.000m³)
Alternative: Flat Foundation
revision date prepared checked approved changes
0 09.09.2009 Schiebel Salvatore Dr. Roetzer First internal revision
signature el. el. el.
Tank design description
Takreer Propylene Storage Tank design description_00_flat.doc Page 2 of 40
Design General Specification - Rotating Equipment-Minimum General Requirements
Bechtel Document Number 25418-1000-3PS-M000-M0004 Rev. 1
/1.4/ Ruwais Refinery Expansion Project
Project Specification – Earthworks and Reclamation
Bechtel Document Number 5418-1000-3PS-CG00-C0002 Rev. 3
Tank design description
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2 Description of the Tank System
2.1 Tank system
The tank system will be designed and constructed as a full containment type LPG storage
tank with a concrete roof and a flat foundation on tank pad of selected fill material.
The typical cross section of the concrete outer tank is shown in figure 2.1.
The tank consists of the following main components:
- a flat foundation
- a monolithic concrete outer tank, comprising a reinforced concrete base slab and a
pre-stressed circular wall and a spherical concrete roof. The wall has a constant
thickness.
- a ring beam on top of the wall
- a steel frame roof platform
- a self supporting, open top steel inner tank
- a suspended ceiling fastened to the roof
- insulation system mainly comprising of foamglas blocks on top of the base slab, per-
lite within the annular space between inner and outer tank together with a resilient
blanket at the outer surface of the inner steel tank and fiberglass blankets on top of
the suspended ceiling
- steel liner (vapor barrier) at the inner surface of the concrete tank
- a corner and bottom protection system (TPS) connected to the outer tank wall and
extended between the foamglas layers of the tank bottom
- a settlement monitoring system
- a bottom heating system
Tank design description
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2.2 Tank Data
gross capacity Vbr 56,411 m³
net capacity Vnet 47,000 m³
inner tank diameter Di 65,00 m
inner tank wall height Hi 17,00 m
minimum width of annular space 1,00 m
inner diameter of outer tank Da 67,00 m
wall height of outer tank Ha 18,00 m
height of ring beam 2,50 m
outer diameter of base slab DB 71,60 m
thickness of base slab hB 1,20/0,50 m
Tank design description
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Fig. 2.1 Cross section of tank system
Tank design description
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2.3 Description of the Concrete Tank Structure
2.3.1 General
The outer tank consists of a concrete structure with concrete roof resting on a flat founda-
tion. Base slab, wall and roof are connected monolithically. The connection wall-to-slab will
be protected against low temperatures in extreme situations – leakage of inner tank – by a
thermal protection system (TPS) min. 5,00 m above the secondary bottom.
The water vapour ingress will be prevented by a carbon steel liner on the inner surfaces of
the concrete tank. For the wall liner vertical anchor rails are provided in a distance of
approx. 2 m, on which the liner plates are welded. The liner on top of the base slab is unan-
chored.
2.3.2 Tank Base Slab
The circular base slab made of reinforced concrete has a diameter of 71,60 m with a thick-
ness of 1,2 m in the rim area and of 0,5 m in the centre area. Temporary drainpipes will be
installed in the concrete base slab in order to drain e.g. rainwater during construction.
These pipes will be closed with concrete after installation of the roof.
In the rim area of the base slab horizontal pre-stressing tendons – with 19 strands - will be
placed in hoop direction in order to create a smooth transition between the pre-stressed wall
and the reinforced base slab.
2.3.3 Wall
The outer cylindrical tank wall is made of pre-stressed concrete. The wall has a constant
thickness of 0,80 m. The ring beam above the wall has a constant thickness of 1,20 m and
a height of 2,50 m. The inner diameter of the cylindrical concrete tank is 67,00 m. The wall
and ring beam are pre-stressed in vertical- and horizontal direction, see section 2.6.
2.3.4 Ringbeam
A roof ring beam of 2,50 m height and a thickness of 1.20 m completes the wall. The ring
beam is made of pre-stressed concrete and of the same concrete quality as the wall. The
function of the roof ring beam is to pick up the membrane forces of the domed roof struc-
ture. Therefore, the roof ring beam is horizontally pre-stressed.
A walkway is located on top of the ring beam.
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2.3.5 Roof
The spherical roof is a concrete dome with an inner sphere radius of 67,00 m. Due to the
given diameter of the cylindrical wall of 67,00 m the inner height of the sphere segment will
be approx. 9,0m.
All loads hanging above the inner steel tank - resulting e.g. from the suspended deck and its
insulation - have to be supported by the roof structure. In addition, the pump wells will be
suspended from the roof.
The piping and pump platform consists of a steel frame structure with a steel grating floor
on top. The platform is arranged on the outer part of the roof and supported by the roof shell
and roof ring beam.
2.3.6 Miscellaneous
An inner pressure of maximum 105 mbarg will be applied during service of the tank (= de-
sign pressure). Between the concrete wall and the inner steel tank there is an annular
space of 1,00 m.
The reinforcement at the inner surface of the wall above the corner protection system,
which is affected by cryogenic design temperatures of -48°C, shall be suitable for the ap-
plied temperature.
The reinforcement at the outer surface of the wall, as well as for the base slab and ring-
beam will be normal hot rolled high yield steel.
The reinforced and pre-stressed concrete elements of the outer tank will be made of con-
crete with a minimum required 28 day characteristic strength acc. to section 3.4
Tank design description
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2.3.7 Tank Temporary Access Openings
Based on our experience, two access openings in the wall of the outer concrete tank during
construction are foreseen:
- a large opening for transport of material into the tank
- a smaller opening as an access and escape route for personnel and for ventilation
The location of the openings in the circumferential direction depends on the site installation
and will be fixed at a later stage. It is intended to arrange the openings as far as possible
opposite to each other. It is also possible to arrange two large openings.
In vertical direction, both openings are in alignment with each other with a bottom level of
about 0,70 m above the top of the concrete base slab and a top level at least 1,0 m below
TCP elevation (height of opening: approx. 3,00 m).
2.4 Bottom Heating
A bottom heating system will be installed to prevent freezing of the subsoil.
2.5 Tank Settlement Monitoring
2.5.1 Reference Points
Along the perimeter of the base slab of the outer concrete tank, 18 survey/reference points
will be installed for monitoring the settlements of the outer tank. The levels of these points
will be measured using precise leveling instruments, e.g. theodolites.
2.5.2 Inclinometer system
A horizontal inclinometer system is applied in the base slab.
A zero leveling will be carried out after completion of the base slab. Further measurements
will be conducted during construction of the wall, after completion of the dome, during the
hydro test and the pre-commissioning phase.
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2.6 Pre-stressing System
The DYWIDAG Pre-stressing System will be used in order to pre-stress the rim area of the
base slab, the wall and the ring beam of the concrete tank in horizontal and vertical direc-
tion.
The design of the pre-stressing will be based on bundled strand tendons consisting of
seven-wire strands of 0,60'' (15,2 mm) diameter.
The strands have a very low relaxation. The post-tensioning system shall be qualified by
testing at cryogenic temperatures.
Impermeable PP/PE sheathing for tendon installation will be used, providing a secondary
corrosion protection whilst the primary corrosion protection is provided by the alkalinity of
grout and concrete.
2.6.1 Tendon Layout
In the DYWIDAG pre-stressing system the strand tendons are post-tensioned and injected
with cement grout to achieve bond with concrete structure.
The sheating is installed in the formwork prior to concreting the structural member. After
concreting, the strands are pulled or pushed one by one into the ducts. The horizontal ten-
dons are equipped with stressable live-end anchors on both ends.
The horizontal tendons extend over 180° of the tank perimeter so that two tendons are nec-
essary to form a complete ring. They are anchored at buttresses. Neighbouring rings are
rotated progressively by 90° against each other in order to get an uniform stresses in the
wall, see Fig. 2.2
In the wall/ringbeam and in the base slab 4 buttresses are arranged.
The vertical tendons are straight and run from top of the ring-beam to the base slab.
They are equipped with live-end anchors at top of the ring-beam and with loops in the
base slab. They will be stressed from top of the ring-beam see Fig. 2.3
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2.6.2 Pre-stressing operation
After the concrete is sufficiently hardened, the individual horizontal tendons are tensioned
with hydraulic jacks from both sides. The pre-stressing instructions, which are part of the
structural analysis, provide the basis of the pre-stressing operations. The instructions pro-
vide the specified forces and the sequence of pre-stressing. The jacking stations are num-
bered in accordance with the pre-stressing drawings.
Fig. 2.2 Layout of horizontal pre-stressing tendons (schematically)
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Fig. 2.3 Layout of vertical tendons with loop anchors (schematically)
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3 Basis for Analysis
The concrete containment shall be designed for all possible combinations of normal and
emergency loads, which may occur during construction, testing, commissioning, operating,
decommissioning and maintenance of the tank. Design load combinations include the most
severe combinations of loads. Emergency load situations are considered separately, i.e.
only one emergency load is considered to prevail at any one time.
3.1 Design Criteria
The LPG storage tank will be designed on Ultimate Limit State (ULS) and Serviceability
Limit State (SLS) for construction, all normal operation situations and for the emergency
situations defined in this section. For all other emergency situations the concrete structure
will be designed on ULS. The design will be performed according to the partial safety-
factored design method following.
For reinforcing steel bars exposed to LPG temperatures at the inner face of the wall, rebars
suitable to cryogenic temperatures (Krybar 50) will be used. Therefore a limitation of steel
stresses other than yield stress does not apply in this case. Such limitations refer only to
normal carbon steel reinforcement in case of use at cryogenic temperatures.
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3.1.1 Ultimate Limit State (ULS)
Ultimate Limit State
Stage Performance
Criteria Design Criteria
- Construction phases - Hydro test and pneumatic test
pressure - Operation - Earthquake OBE
Stability
- Ultimate steel strain: 1 % (pre-stressing and reinforcement steel)
- Ultimate concrete strain: 0.35 % - consideration of the reduced stiff-
ness due to crack formation
- Earthquake SSE Stability
- Ultimate steel strain: 1 % (pre-stressing and reinforcement steel)
- Ultimate concrete strain: 0.35 % - consideration of the reduced stiff-
ness due to crack formation
- Liquid spill inner tank Stability
- Ultimate steel strain: 1 % (pre-stressing and reinforcement steel)
- Ultimate concrete strain: 0.35 % - consideration of the reduced stiff-
ness due to crack formation
- Liquid spill inner tank + OBE Stability
- Ultimate steel strain: 1 % (pre-stressing and reinforcement steel)
- Ultimate concrete strain: 0.35 % - consideration of the reduced stiff-
ness due to crack formation
- Pressure relief fire - Adjacent fire
Stability
- steel strain < yield strain (pre-stressing and reinforcement steel)
- Ultimate concrete strain: 0.35 % - consideration of the reduced stiff-
ness due to crack formation
- Impact of projectiles on tank shell No perforation only local effect
Fig. 3.1 Ultimate Limit State Scenarios (ULS)
3.1.2 Serviceability Limit State (SLS)
For durability reasons, during construction and normal conditions, the maximum crack width
will be limited to wlim = 0.30 mm for base slab and roof, to wlim = 0.20 mm for wall and ring-
beam. This will apply for load conditions as described in the table below.
The corner protection system at the inner surface of the lower concrete tank wall, as well as
the steel liner as an extension of the corner protection system and located within the cellular
glass blocks of the bottom insulation, ensures liquid-tightness during the emergency situa-
tions of liquid spill in order to protect the outer tank from direct contact with LPG in these
areas.
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Serviceability Limit State
Stage Performance Criteria
Design Criteria
- Construction phases Durability
maximum crack width: - overall structure: wlim = 0.30 mm - consideration of the reduced stiffness due to crack formation
- Hydrotest and pneu-matic test pressure
- Operation - Earthquake OBE
Durability
maximum crack width: - prestressed concrete wall sections: wlim = 0.20 mm - reinforced concrete sections of base slab and roof:
wlim = 0.30 mm
- consideration of the reduced stiffness due to crack formation
- Liquid spill
Liquid tightness (liquid tightness of the base slab and lower part of the wall by means of a corner protection system)
pre-stressed concrete wall: remaining compression zone: - 10% of wall thickness, ≥ 100 mm - average compressive stress of 1 MPa within the residual compression zone
- consideration of the reduced stiffness due to crack formation
Fig. 3.2 Serviceability Limit State Scenarios (SLS)
In case of a liquid spill it can be demonstrated that a residual compression zone in the wall
of at least 100 mm and an average concrete compressive stress of about 1 N/mm2 within
the compression zone can generally be maintained in the principle direction of pre-stress
above the corner protection system.
The crack width limitation and the residual compressive zone requirements are considered
not to be applied to the worst-case consideration of inner tank spill in addition to OBE.
Tank design description
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3.2 Design of Pre-stressing
Horizontal:
The load cases governing the design of the horizontal pre-stressing (principle direction)
force are as follows:
- hydrostatic pressure due to liquid spill
- internal overpressure
- creep, shrinkage and relaxation
Vertical:
The vertical pre-stressing force will be designed in such a way, that there are no axial ten-
sile stresses in vertical direction due to operation situation. However, tensile stresses at the
edge of a cross section will not be limited.
Cracking of concrete sections will be controlled, too, by vertical pre-stressing, by the
amount and distribution of bonded reinforcement bars and by measurements; the crack
width will be limited as stated in table Fig. 3.2
Early age cracking is considered by means of concrete technology reducing the required
crack reinforcement (i.e. acc. to CIRIA - Construction Industry Research and Information
Association, Report C660).
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3.3 Design Codes
Governing design code for concrete structure is BS8110.
3.3.1 Material and Load Partial Safety Factors
The following Limit States shall be investigated:
(i) Serviceability Limit State (SLS)
(ii) Ultimate Limit State (ULS)
3.3.2 Serviceability Limit State (SLS)
Serviceability Limit State (SLS) includes different scenarios as described in Fig. 3.2 This
design state shall be utilized to determine crack width, strains, stresses and liquid tightness
in different conditions.
All material factors are taken as 1.0. The load safety factors are taken acc. to chapter 3.5.5
3.3.3 Ultimate Limit State (ULS)
Ultimate Limit State (ULS) includes all loading conditions. This design state shall be utilized
to determine concrete section adequacy per the strength requirements of governing design
code using material partial safety factors according to Fig. 3.3 and load partial safety factors
according to chapter 3.5.5
Strength Parameter Operating, Test, and OBE
conditions
Emergency
condition
Reinforcement 1,15 1,00
Concrete in flexure or axial load 1,50 1,30
Fig. 3.3 Material partial safety factors for the ULS
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3.4 Materials
3.4.1 Concrete
The following concrete qualities are proposed in accordance with project specifications. The
characteristic strength is defined as 28-day concrete strength acc. to BS 8110
member cube strength (BS 8110)
Blinding 20,0 N/mm2
Base slab 40,0 N/mm2
Wall / Ringbeam 40,0 N/mm2
Roof 40,0 N/mm2
3.4.2 Reinforcement
3.4.2.1 Low temperature (cryogenic) reinforcement
Reinforcement at the inner face of the wall, which is subject to cryogenic temperatures,
shall be suitable for use at design temperature according to BS 7777-3:1993 § 6.3.4 at
-50.0°C (Krybar -50°C).
Characteristic strength (yield strength): 500 MN/m² - Krybar -50°C (500 B acc. to BS 4449)
3.4.2.2 Non cryogenic reinforcement
All other reinforcement is made of hot rolled high yield steel bars according to BS 4449
Sagunto Spain, LNG Tanks Bal Haf Yemen, Tombak LNG Project and LNG Tank
Nynäshamn Sweden.
The software SOFISTIK will be applied for the design calculations, which have been used
for previous LNG projects.
NAFEMS benchmark tests have been carried out for the SOFISTIK software and are avail-
able.
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Fig. 3.4 Principle Design Procedure
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SOFISTIK
dynamic analyses - earthquake
Results: - global forces - accelerations (periods) - displacements
Determination of quasi-statical loadings based on the accelerations and tank masses
SOFISTIK
non linear analysis
SOFISTIK
linear structural analysis of single load cases
Results (due to single load cases): axis- and non-axis-symmetrical settlement, deflections and linear sectional forces (based on axis-symmetrical geometry
Construction- drawings
SOFISTIK
superposition of linear sectional forces
Results (due to load combinations): superposed axis- and non-axis-symmetrical, settlement, deflections and linear sectional forces (based on axis-symmetrical geometry)
Results: axis-symmetrical deflections and sectional forces due to reduced stiffness, crack width, check of reinforcement temperature progress, strain, stress
Fig. 3.9 Spectrum acc. to 2006 IBC for site class D and return period of 2475 years
The shown spectrum is assumed to correspond with SSE. The OBE spectrum is scaled
down by a factor of 1,5. Consequently, the horizontal PGA values are considered with 0,038
g for SSE and 0,025 g for OBE. The vertical PGA values are defined by project specification
as 2/3*0,038 = 0,025 g for SSE and 2/3*0,025 = 0,017 g for OBE.
For the preliminary design the following percentages of the critical damping are considered.
The values are based on previous design experience and literature.
OBE SSE
sloshing mass 0,5% 0,5%
inner tank + impulsive mass 2,0% 4,0%
outer tank 2,0% 5,0%
soil 15,0% 20,0%
Fig. 3.10 Critical damping
Note: Uplift during OBE/SSE is permitted if further performance and acceptance require-
ments specified for the project are met and provided that the foundation can with-
stand the resultant actions.
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3.5.2.5 Thermal models
In principle two situations will be taken into account for the temperature analysis of the con-
crete tank: operation respectively spill situations and fire scenarios.
Maximum and minimum ambient temperature profiles are considered as basis for the de-
sign for both situations. Besides the area of the base slab to wall connection one-
dimensional heat transfer dominates in wall as well as in base slab sections.
In other areas than the corner protection system, a “conventional” calculation will therefore
be performed using formulas published in the literature. In the wall to base slab connection
area and on top of the corner protection system the influence of the two-dimensional heat
transfer will be analyzed under spill condition using thermal finite element analysis in order
to study the transition of the one-dimensional temperature gradient from the base slab to
the wall sections and from the corner protection system to the unprotected wall. The struc-
ture is axis-symmetric. It is therefore sufficient to study the temperature distribution of a
segment of the structure. The resulting temperature profiles will afterwards be transformed
to the design models used for the operation and spill design calculations.
The concrete outer tank and all insulation material layers located between the outer tank
and the inner tank are considered for the determination of the temperature profiles. The
steel plates (inner tank, secondary bottom and liners at the inner face of the concrete tank),
however, will be neglected due to their high thermal conductivity.
A constant LPG design temperature is considered at the inner face of the steel tank wall
and of the steel tank bottom for the operations situations. In case of an LPG spill the LPG
penetrates the perlite in the annular space and the cellular glass and sand layers above the
secondary bottom plates. A constant LPG temperature is therefore taken into account at the
inner face of the concrete wall, at the inner face of the corner protection system and on top
of the secondary bottom plates for various spill conditions.
Convection film coefficients are used to model the convective heat transfer between the
outer face of the concrete wall and the surrounding air. The film coefficient depends on the
air movement at the concrete surface. A film coefficient will be therefore not applied be-
tween the base slab and the soil. It will be assumed that an air movement will not occur
there.
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3.5.2.6 Crack width calculation
Control of cracking in flexural/tension members will be carried out acc. to BS 8110, part 2,
section 3.8.
Early age cracking is considered also acc. to BS 8110, part 2, section 3.8.
Tank design description
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Design Loading Summary Table
The design will be prepared for the following situations:
3.5.3 Normal situations:
- Construction phases
- Hydro test and pneumatic test
- Operation phases
- Earthquake OBE
3.5.4 Emergency situations:
- Earthquake SSE
- LPG spill
- LPG spill + OBE
- Pressure relief valve fire
- Missile impact
The actions listed below are considered for the tank design
Tank design description
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Operation and Test Situation:
dc, de
dead weight of the tank structure concrete (den-sity 2500 kg/m³), inner steel tank, steel liners, sus-pended ceiling, steel roof and platform, insulation etc. horizontal pressure due to perlite fill
lcons temporary loads during construction phases and stress
history where appropriate
ss effects of predicted differential centre to edge soil set-
tlements will be considered by the soil-structure inter-action (spring elements in the static model)
lpre pre-stressing incl. losses due to creep, shrinkage and
relaxation
top ambient temperature operation :
max. ambient temperature min. ambient temperature
50,0°C 5,0°C
A A
lw Basic Wind Speed for use with ASCE 7 160 km/h D lr live load on roof:
uniform distributed load 1,5 kN/m2
C
lp live load on platform and access ways : 2,4 kN/m2 C ftest hydro test of inner tank with water, test level: 16,0 m ρ = 1000 kg/m3
ptest pneumatic test pressure: 1,25 x 105 mbarg
according to API 620, app G 13,125 kN/m2
fLPG LPG filling inner tank: H = 16,0 m
design density minimum design temperature
6,074 kN/m³ -48,0°C
B A
pmax design max. internal pressure: +105 mbarg +10,5 kN/m2 B
Tank design description
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Emergency Situations
eOBE operating base earthquake, pending depending on detailed site survey
PGA: 0,025 g (hor.) PGA: 0,017 g (vert.)
E E
eSSE safe shut down earthquake,
pending depending on detailed site survey PGA: 0,038 g (hor.) PGA: 0,025 g (vert.)
EE
fsp leakage of inner tank at intermediate levels fsp liquid spill of inner tank, density tsp temperature liquid spill psp internal pressure due to liquid spill – 125%
6,074 kN/m³ -48°C 13,125 kN/m2
B
limp missile impact (local effect): mass
velocity impact diameter
50 kg 45,0 m/sec 100 mm
lvf PRV- fire (acting on roof)
maximum incident heat flux (concrete part) duration
32,0 kW/m2
1 hour*
A
Fig. 3.11 Main loading values
A According to Project Specification, Doc. No. 25418-1000-3PS-MT00-M0004
B According to Datasheet No. 25418-1041-MTD-MTD0-B0065 REV1
C According to EN 14620-1
D According to STRUCTURAL ENGINEERING DESIGN CRITERIA,
25418-1000-3PS-S000-C0001
E Development of Preliminary 2006 IBC Design Ground Motion Estimates for the Tak-
reer Refinery Project, Ruwais, Abu Dhabi
3.5.5 Load combinations
Typical load combinations for the design of the concrete structure of the tank system are
shown in Fig. 3.12 for ULS and in Fig. 3.13 for SLS.
Emergency loading situations are considered separately (i.e. only one emergency load shall
be considered to prevail at any one time) except the situation liquid spill in combination with
OBE.
Tank design description
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ULS LPG Spill
Load Combination d lpre lshr ss lcons fLPG pma
ftest ptes
lp, l
lw top eOBE eSSE fsp tsp psp tvf taf lblast lim
kind of loading *) PE PR3)
PE PE2)
PE V V V V V V V V V E E E E E E E E
Construction phases 1,4 0,9
1,2 1,0
1,0 0,0
1,6 0,0
1,6 0,0
Hydro test and pneumatic test 1,4 0,9
1,2 1,0
1,0 0,0
1,2 0,0
1,2 0,0
1,6 0,0
Operation phases + imposed load + wind
1,4 0,9
1,2 1,0
1,2 0,0
1,0 0,0
1,2 0,0
1,2 0,0
1,6 0,0
1,6 0,0
1,2 0,0
Operation + OBE 1,4 0,9
1,2 1,0
1,2 0,0
1,0 0,0
1,2 1,2 0,0
1,6 0,0
1,2 0,0
1,3
ULS
N
orm
al
Operation + SSE 1,05 1,0
1,05 1,0
1,05 0,0
1,0 0,0
1,05 1,05 0,0
1,05 0,0
1,05 0,0
1,05
Inner tank liquid spill 1,05 1,0
1,05 1,0
1,05 0,0
1,0 0,0
1,05 0,0
1,05 1,05 1,05
Spill + OBE 1,0 1,0
1,0 1,0
1,0 0,0
1,0 0,0
1,0 0,0
1,0 1,0 1,0 1,0
Blast wave 1,05 1,0
1,05 1,0
1,05 0,0
1,0 0,0
1,05 0,0
1,05 0,0
1,05 0,0
1,05 1,05
Pressure relief fire 1,05 1,0
1,05 1,0
1,05 0,0
1,0 0,0
1,05 0,0
1,05 0,0
1,05 0,0
1,05
Adjacent fire 1,05 1,0
1,05 1,0
1,05 0,0
1,0 0,0
1,05 0,0
1,05 0,0
1,05 0,0
1,05
Impact of projectiles Only local effect
1,05
ULS
A
bnorm
al
1) PE = Permanent Load, V = Live Load, E = Emergency Load 2) the soil settlements will be considered by the interaction of the structure and the soil (spring elements in the static model)
3) Ptso and Pts∞ will be applied
Cool down and maintenance is covered by the operation situation Fig. 3.12 Typical load combinations with load partial safety factors
Tank design description
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SLS LPG Spill
Load Combination d lpre lshr ss lcons fLPG pma
ftest ptes
lp, l
lw top eOBE eSSE fsp tsp psp tvf taf lblast lim
kind of loading *) PE PR3)
PE PE2)
PE V V V V V V V V V E E E E E E E E
Construction phases 1,0 1,0 1,0 1,0 0,0
1,0 0,0
1,0 0,0
Hydro test and pneumatic test 1,0 1,0 1,0 1,0 0,0
1,0 0,0
1,0 0,0
1,0 0,0
Operation phases + imposed load + wind
1,0 1,0 1,0 0,0
1,0 1,0 0,0
1,0 0,0
1,0 0,0
1,0 0,0
1,0 0,0
Operation + OBE 1,0 1,0 1,0 0,0
1,0 1,0 1,0 0,0
1,0 0,0
1,0 0,0
1,0 0,0
1,0
ULS
N
orm
al
Inner tank liquid spill 1,0 1,0 1,0 0,0
1,0 1,0 0,0
1,0 1,0 1,0
ULS
A
bnorm
al
1) PE = Permanent Load, V = Live Load, E = Emergency Load 2) the soil settlements will be considered by the interaction of the structure and the soil (spring elements in the static model)
3) Ptso and Pts∞ will be applied
Cool down and maintenance is covered by the operation situation
Fig. 3.13 Typical load combinations with load partial safety factors
Tank design description
Takreer Propylene Storage Tank design description_00_flat.doc Page 36 of 40
4 Foundation
4.1 Applicable Documents
Following documents are applicable or will be referred to:
Following geotechnical reports are available:
/1.1/ Geotechnical investigation for Ruwais Refinery Expansion
Project, No.5578 Agreement No.07-5578-F-1
Ruwais, Abu Dhabi, UAE S08000288 Factual Report Revision 2
/1.2/ Geotechnical investigation for Ruwais Refinery Expansion
Project, NO.5578 Agreement No 07-5578-F-1
Ruwais, Abu Dhabi, UAE S08000288 Recommendations Report Revision 3