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PTT PUBLIC COMPANY LIMITED CHECKED
BY ONSHORE COMPRESSOR STATION 4 PROJECT
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(PTT) NA
REV.NO.
DATE
REVISED BY
APPROVED BY
DESCRIPTION
D1 18-Feb-08 NA ISSUED FOR INTERNAL REVIEW D2 23-Jun-08 NA REVISION ISSUED FOR ITB
SPECIFICATION FOR
DESIGN LOADING
SPC 0804.02-40.06 REV.D2
TOTAL 18 PAGES
AREA CODE OF SITE LOCATION
GENERAL AREA: 010
.
PTT PLC. CONTRACT NO.
PTT PLC. PROJECT NO.
0804.02
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 2 OF 18 REV: D2
CONTENTS SECTION
1.0 GENERAL...................................................................................... 3 2.0 REFERENCES................................................................................. 3 3.0 DEAD LOADS................................................................................ 4 4.0 IMPOSED LOADS........................................................................... 6 5.0 WIND AND EARTHQUAKE LOADS ................................................. 15 6.0 DYNAMIC LOADS........................................................................ 16 7.0 OPEN STEEL STRUCTURES........................................................... 16 8.0 LOADING COMBINATIONS............................................................ 16
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 3 OF 18 REV: D2
1.0 GENERAL 1.1 This design standard specifies the minimum loading to be used in the design of buildings, equipment, structures and their foundations for the proposed Onshore Compressor Station 4 Project at Map TA Phut, Thailand. 1.2 The effect of aerodynamic vibrations on self-supporting stacks and columns shall be incorporated into the design of these items and their foundations. 1.3 All vessels (including column, tower) and theirs associated foundations shall be designed for in-situ hydrostatic test. 1.4 All designs are to be carried out using S. I. Units (kN, m, mm). 2.0 REFERENCES Design Loads shall be in accordance with the latest revisions at the time of
contract award and amendments of the following Standards and Codes of Practice. Where conflicts exist between Standards and Codes of Practice, the more stringent shall govern.
2.1 Engineering Standards SPC 0804.02-40.05 Wind and Earthquake Loadings SPC 0804.02-40.07 Structural Steelwork Design SPC 0804.02-40.09 Design of Concrete Foundations, Structures and Paving
SPC 0804.02-40.11 Foundations and Structures Supporting Machinery
2.2 National/International Codes ACI 318M Building Code Requirement for Reinforced Concrete ASCE 7 Minimum Design Loads for Building and Other
Structures UBC 97 Uniform Building Code
2.3 Other Related Standard
- Local Government Standard (Municipal) - Industrial Estate Authority of Thailand (IEAT)
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 4 OF 18 REV: D2
3.0 DEAD LOADS 3.1 Buildings The following dead loads shall be included in the design of Buildings:
• Self-weight of structural elements. • Framing, walls, floors, roofs, suspended ceilings, finishes, permanent
partitions and stairs.
• Equipment, fixed services, machinery, lifts, runway beams, electrical feeders, heating/ventilating/air conditioning, etc. wherever their loads are transmitted to structural elements. Equipment loads shall be taken from Manufacturer's Data.
• Fireproofing on structural steelwork.
• Self-weight of piping (if any).
3.2 Process Structures The following dead loads shall be included in the design of Structures and Equipment Foundations:
• Self-weight of structural elements.
• Equipment, machinery, lifts and runway beams.
• The following dead loads from piping shall be included in the design of all structures except piperacks, to which references shall be made to Section 4.3 of this standard:
• Piping less than 300mm diameter shall be considered as a maximum
distributed load of 0.5 kN/m2 over the gross area of the supporting floor.
• Pipes equal and larger than 300mm diameter shall be considered as concentrated loads in their actual locations
• This value is to be assumed where extensive piping is anticipated. This
load is based on ANSI standard pipe and fittings, excluding insulation and lining. Where non-standard pipe and fittings are to be specified, the load shall be adjusted to suit.
• Fireproofing on structural steel, vessel skirts and equipment.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 5 OF 18 REV: D2
• Vessels, including all internals, refractory linings and hydrotest. • Insulation installed on piping and equipment. • Steel platform framing and floor plate. • Weight of platforms, piping and ladders on towers shall be as specified
on the vessel drawings. 3.3 Piperacks
• Self-weight of structural elements. • The following dead loads from piping shall be included for the design of
piperacks: • Pipes less than 300mm diameter shall be considered as a distributed load
of 0.5 kN/m2. • Pipes equal and larger than 300mm diameter shall be considered as
concentrated loads in their actual locations. • When individual pipe loads are not available for racks with pipes
exceeding 300 mm diameter, but not exceeding 400 mm diameter (e.g. heater – reactor piping), the piping dead load shall be considered as a distributed load of not less than 0.83 kN/m2.
• These loads are based on ANSI standard pipe and fittings, excluding
insulation and lining. Where non-standard pipe and fittings are to be specified, the loads shall be adjusted to suit.
• Runway Beams, equipment, airfins (with associated platforming). • Fireproofing on structural steel. • Insulation installed on piping and equipment.
• Steel platform framing and floor plate. • A uniformly distributed dead load of 1.0 kN/m² for a single level of cable
trays and 1.9 kN/m² for a double layer of cable trays. 3.4 Equipment Foundations
• Self-weight of structural elements.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 6 OF 18 REV: D2
• Equipment valves and piping. • Fireproofing on vessel skirts and equipment. • Vessels including all internals, refractory linings, platforming and ladders. • The erection load given on the vessel drawings shall be confirmed with
the Vessel/Construction disciplines, as the vessels may or may not be fully dressed for construction.
• Insulation installed on piping and equipment.
4.0 IMPOSED LOADS 4.1 Buildings 4.1.1 Live Loads For the design of each structural element, the imposed loads shall be applied in
the least favorable pattern. Imposed loads on floors shall be designed in the actual loads when these are
known, but shall not be less than the distributed loads given below: Main Operation Areas: Ground Floor - 10.0 kN/m2 Upper Floor - 10.0 kN/m2
Warehouses and Open Storage Areas - 20.0 kN/m2 Control rooms, Filter houses and other light shelters - 5.0 kN/m2 Substations - 10.0 kN/m2
Battery Rooms - 10.0 kN/m2
Laboratories - 5.0 kN/m2 NOTES:
1) The structural elements shall be checked when the actual equipment storage loads become known.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 7 OF 18 REV: D2
2) The actual load shall be checked against the above loading, with due account being taken for the material handling methods, such as for fork lift trucks, which impose high concentrated loads with a total operating weight of the fork lift trucks of 75 kN.
3) Live Load Reduction on Columns may be reduced in accordance with the
Uniform Building Code (UBC).
4.1.2 Roofs and Access Areas Pedestrian areas, balconies, fire - Refer ASCE 7 escape, etc. and areas accessible to normal vehicular traffic
Sheeted roofs with access for maintenance only - 1.0 kN/m2 Concrete roofs with access for maintenance only - 1.5 kN/m2
Roofs used for access to equipment - 5.0 kN/m2
Roofs carrying equipment shall, in addition to the above, be designed for the
load imposed by the equipment supported. In addition to the distributed loads specified above, all roof members shall be
checked for a single load of 2.0 kN in the least favourable location. 4.1.3 Equipment Loads (Contents) The Contents of equipment shall be considered as live load and shall be
applied in the least favorable pattern. The correct specific gravity shall be applied when calculating the imposed load.
4.1.4 Handling Loads
Consideration should be given to loading occurring during installation, operation and possible removal and replacement of any equipment contained within the buildings.
4.2 Process Structures 4.2.1 Live Loads
• For the design of each structural element, the imposed loads shall be
applied in the least favorable pattern.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 8 OF 18 REV: D2
• Imposed loads on floors, platforms and framing shall be the actual loads when these are known, but shall not be less than the distributed loads given below:
Main Operation Areas: Ground Floor - 10.0 kN/m2 Upper Floor - 10.0 kN/m2 Walkways and Access Platforms (Floor Plate, Grating and Slabs) - 5.0 kN/m2 Walkways and Access Platforms (Floor Framing, Bracing, Columns and Brackets) - 5.0 kN/m2 Minor platforms, walkways, and floors used for access to equipment only - 3.0 kN/m2 Floors, plates, platforms and framing subject to temporary storage of heavy equipment components - 5.0 kN/m2 NOTES: 1) The structural elements shall be checked when the actual equipment
storage loads become known. 2) The actual load shall be checked against the above loading, with due
account being taken for the material handling methods, such as for fork lift trucks, which impose high concentrated loads with a total operating weight of the fork lift trucks of 75 kN.
3) Live Load Reduction on Columns For process floor areas not used for storage (including during
shutdown), the reductions given in the following Table (based on the number of floors qualifying for load reduction carried by the member under consideration) may be applied to the uniformly distributed imposed floor load in the design of columns, their supports and foundations.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 9 OF 18 REV: D2
Number of floors with loads qualifying for reduction carried by member under
consideration
Reduction in total distributed floor load (%)
1 2 3 4 5 to 10 Over 10
0 10 20 30 40 50 max
The moments on a column should be determined from the load used to
design the beams at the appropriate level and not reduced on the same basis as the axial load.
4.2.2 Roofs and Access Areas Roofs with access for maintenance only - 1.0 kN/m2 Roofs used as platforms around equipment - 3.0 kN/m2
Note: Roofs carrying equipment shall, in addition to the above, be designed for the load imposed by the equipment supported.
Stairs and landings - 5.0 kN/m2 or 5.0 kN concentrated load Ladders (Vertical) - 2.5 kN concentrated load on a rung (Horizontal) - 0.5 kN concentrated load Platforms attached to vessels - 2.5 kN/m2
Handrailing - 1.0 kN in any direction or 0.75 kN/m vertical and horizontal. 4.2.3 Piping Loads The following live loads from piping shall be included in the design of all
structures except piperacks, to which references shall be made to Section 5.3 of this Standard:
• Piping less than 300mm diameter shall be considered as a distributed
load of 1.2 kN/m2 for operating condition and 2.0 kN/m2 for test condition over the gross contributing area per bent.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 10 OF 18 REV: D2
• In the absence of known concentrated pipe loads for pipes equal and larger than 300mm diameter, but not exceeding 400mm diameter, (e.g. heater-reactor piping), the piping may be considered as a distributed load of not less than 2.0 kN/m2 for the operating condition and 3.33 kN/m2 for the test conditions over the gross contributing area per bent.
• The load given above is based on ANSI standard pipe and fittings,
excluding insulation and lining. Where non-standard pipe and fittings are to be specified, the load shall be adjusted to suit
• In the absence of known concentrated pipe loads, pipes equal or larger
than 300mm diameter shall be calculated as concentrated loads in their actual locations. The concentrated load P in kN shall be calculated as follows:
P = S (W – pd) Where: S = pipe support spacing, m W = mass of largest pipe, kN/m p = average unit loading, kN/m2 d = nominal diameter of largest pipe, m
The average unit loading shall be calculated based on the average size of
all the pipes on the support, but shall not be taken as less than 2.0 kN/m2.
• Longitudinal beam struts for pipe supports shall be designed for 50% of
the uniform load applied to transverse beams. • Pipe anchor forces shall be obtained from a piping stress analysis. When
pipe support design has to be undertaken before firm anchor force information is available, the design shall be based on the following anchor forces, located at the two quarter points of each transverse beam:
• Beam span up to 4.50 m Anchor force = 4.50 kN • Beam span greater than 4.50 m Anchor force = 9.0 kN • The thermal component of the anchor force shall be taken as 30% of the
values stated above. • The structure shall be checked when the actual pipe stress forces are
known.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 11 OF 18 REV: D2
• Consideration shall be given to loads on the structure from pipework where the configuration, operating loads and operating temperatures may give rise to significant horizontal forces due to friction at supports. A notional horizontal thermal force of 5 kN per floor level per frame shall be applied to the structure in the orthogonal directions. The structure shall be checked when the actual pipe stress forces are known.
• The following coefficients of static friction shall be used to determine
forces at sliding surfaces: Teflon on Teflon 0.10 Steel on steel 0.40 Steel on concrete 0.45 • Pipe anchor forces and thermal forces on equipment and vessels shall be
included under normal operation and test conditions, whichever gives the most severe effects.
• Point loads from pipe supports on structures shall be the actual loads
when they are known. In the absence of known point loads from pipe supports each structural member (excluding bracing) shall be checked for a single point load of 4.5 kN in the least favorable position.
• Pipe supports shall be designed to resist the following loads:
a. Gravity loads b. Gravity loads plus anchor forces c. Gravity loads plus transverse wind loads plus thermal component
of the anchor forces. d. Gravity loads plus friction loads plus anchor forces. The stability
ratio for foundations shall be checked using 80% of the gravity loads.
4.2.4 Equipment Loads (Contents)
The Contents of equipment shall be considered as live load and shall be applied in the least favorable pattern. Ensure the correct specific gravity is applied when calculating the load. 100% or the weight of process or test fluid, in vessels and piping shall be taken as appropriate for the load combinations given in Table 1.
4.2.5 Handling Facilities Permanent handling facilities shall be designed for the following loads:
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 12 OF 18 REV: D2
• Trolley beams and their supporting structures shall be designed to include an allowance of 25% of the total load for vertical impact in accordance with AISC Manual of Steel Construction – Allowable Stress Design. Where the hoist is to be operated with a grade mounted winch, a line pull of not less than 25% of the lifted load shall be included.
i.e. Design Load = 1.25 (W + 0.25 W + weight of trolley). This line pull allowance assumes the pulley system has a mechanical
advantage of 4. • Crane beams and their supporting structures for traveling gantry cranes
shall be designed to include dynamic allowances for impact in accordance with AISC Manual of Steel Construction – Allowable Stress Design
• For the design of the elevator support structure, elevator imposed loads
shall be increased by 100% to allow for dynamic forces in accordance with AISC Manual of Steel Construction – Allowable Stress Design.
• Davits shall be designed for the heaviest item to be lifted plus 25% for
impact but not less than a total of 450 kg. Lateral forces shall be assumed as 20% of the lifted load. A line pull of 100% of the lifted load shall be included to provide for the possibility of the load being handled by a line over a single pulley.
4.3 Pipe Racks
The following imposed piping loads shall be included for the design of piperacks: • Piping less than 300mm diameter shall be considered as a distributed
load of 1.2 kN/m2 for operating condition and 2.0 kN/m2 for test condition over the gross contributing area per bent.
• In the absence of known concentrated pipe loads for pipes equal and
larger than 300mm diameter, but not exceeding 400mm diameter, (e.g. heater-reactor piping), the piping may be considered as a distributed load of not less than 2.0 kN/m2 for the operating condition and 3.33 kN/m2 for the test conditions over the gross contributing area per bent
• In the absence of known concentrated pipe loads, pipes equal or larger
than 300mm diameter shall be calculated as concentrated loads in their actual locations. The concentrated load P in kN shall be calculated as follows:
P = S (W – pd)
DESIGN LOADING SPECIFICATION
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SPC 0804.02-40.06 PAGE: 13 OF 18 REV: D2
Where: S = pipe support spacing, m W = mass of largest pipe, kN/m p = average unit loading, kN/m2 d = nominal diameter of largest pipe, m The average unit loading shall be calculated based on the average size of all the pipes on the support, but shall not be taken as less than 2.0 kN/m2.
• Longitudinal beam struts for piperacks shall be designed for 50% of the
uniform load applied to transverse beams, unless the longitudinal beams provide support to an intermediate transverse beam, in which case the longitudinal beam shall be designed for the loads coming from the intermediate transverse beam.
• In addition to the loads calculated above, each piperack member
(excluding bracing) shall be checked for a single point load of 15 kN or 15% of the operating loads on the beam (whichever is the greater) in the least favorable position.
• Pipe anchor forces shall be obtained from a piping stress analysis. When
pipe support design has to be undertaken before firm anchor force information is available, the design shall be based on the following anchor forces, located at the two quarter points of each transverse beam:
Beam span up to 4.50 m Anchor force = 4.50 kN Beam span greater than 4.50 m Anchor force = 9.0 kN The thermal component of the anchor force shall be taken as 30% of the values stated above.
• The structure shall be checked when the actual pipe stress anchor forces
are known. • Each tier of the bent shall be subjected to longitudinal friction forces. The
force on each tier shall be equal to 10 % of the operating load on the respective tier, and shall be applied as a horizontal uniformly distributed at each bent.
• In addition to the anchor forces specified above, the piperack structure
shall be checked for transverse anchor or guide forces equivalent to 0.75 kN per metre of rack width per tier assumed to act on each bent, applied as a single force at each tier level.
DESIGN LOADING SPECIFICATION
PTT PUBLIC COMPANY LIMITED ENGINEERING STANDARD
SPC 0804.02-40.06 PAGE: 14 OF 18 REV: D2
NOTES: 1) For the purpose of the longitudinal bracing design of the piperack, the
friction and longitudinal anchor forces shall NOT be considered as additive.
2) For all other member design of the piperack, the friction and longitudinal
anchor forces shall be additive.
3) Transverse anchor and friction forces shall NOT be considered as additive.
• Transverse forces due to wind acting on piping shall be calculated in
accordance with Engineering Standard, SPC 0804.02-40.05 (Wind and Earthquake Loading).
• When considering the erection load combination, piping shall be
considered as a distributed load not greater than 0.5 kN/m2, regardless of pipe diameter. The piperack structure self-weight shall be used and if the pipe rack is fireproofed prior to erection, then the actual weight of fireproofing shall be included
• Piperacks shall be designed to resist the following loads: a. Gravity loads b. Gravity loads plus anchor forces c. Gravity loads plus transverse wind loads plus thermal component of the
anchor forces. d. Gravity loads plus friction loads plus anchor forces. The stability ratio
for foundations shall be checked using 80% of the gravity loads.
4.4 Equipment Foundations 4.4.1 Live Loads
• The contents of equipment shall be considered as live load and shall be
applied in the least favourable pattern. Ensure the correct specific gravity is applied when calculating the load.
• Exchanger and horizontal vessel foundations shall be designed for thermal
forces due to vessel expansion.
• The coefficient of static friction to determine forces at sliding surfaces shall be as follows:
DESIGN LOADING SPECIFICATION
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SPC 0804.02-40.06 PAGE: 15 OF 18 REV: D2
a) Teflon on Teflon 0.10 b) Steel on steel 0.40 c) Steel on Concrete 0.45 d) Concrete on Soil 0.50
4.4.2 Piping Loads
• Consideration shall be given to loads on the foundation from pipe-work where the configuration, operating loads and operating temperatures may give rise to significant horizontal forces due to friction at supports.
• Pipe anchor forces and thermal forces on equipment and vessels shall be included under normal operation and test conditions, whichever gives the most severe effects.
• Where individual nozzle forces are NOT available, a horizontal force of 20% of the wind force shall be applied to the vertical vessels up to and including 10m high, as a horizontal shear at the top of the vessel.
• For vessels in excess of 10m in height, no allowance shall be assumed for nozzle forces. Foundations and structures shall be designed for the forces shown on the vessel drawings.
4.4.3 Handling Loads
• The supports structure, foundations and anchor bolts, and pulling lugs of heat exchangers with removable bundles shall be designed to withstand a longitudinal pulling force equivalent to 1.50 times the tube bundle mass, or 10kN, whichever is greater. The pulling force shall be assumed to act at the centre line of the tube bundle and is resisted by the fixed end support only.
• Where exchangers are stacked, the force shall be taken as acting at the
upper exchanger tube bundle centre line, with the lower exchanger bundle having been removed.
5.0 WIND AND EARTHQUAKE LOADS
• Loads due to Wind and Earthquake shall be in accordance with Engineering Standard, SPC 0804.02-40.05 (Wind and Earthquake Loading).
• The overturning moment due to wind shall not exceed 2/3 of the resisting
moment of the structure during its lightest possible condition after plant construction is complete.
DESIGN LOADING SPECIFICATION
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SPC 0804.02-40.06 PAGE: 16 OF 18 REV: D2
6.0 DYNAMIC LOADS
• Dynamic loads are defined as those forces that are caused by vibrating machinery such as pumps, blowers, fans and compressors. Included within this definition are surge forces similar to those acting in fluid cokers, hydro formers and crackers.
• Other loads due to surge forces of fluids in piping and equipment shall
also be considered. • All supports and foundations for vibrating equipment shall be designed
to limit vibrations to an acceptable level. • Davits shall be designed for the heaviest item to be lifted plus 25% for
impact, but not less than a total of 450 kg. • Lateral forces shall be assumed as 20% of the lifted load. • A line pull of 100% of the lifted load shall be included to provide for the
possibility of the load being handled by a line over a single pulley. 7.0 OPEN STEEL STRUCTURES
Open structures may become closed buildings in the future. All structural framing shall be designed for the most severe combination of wind loads.
8.0 LOADING COMBINATIONS
All building structures, equipment and foundations shall be investigated for each of the loading combinations given in Table 1 and the most severe shall determine the final design.
DESIGN LOADING SPECIFICATION
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SPC 0804.02-40.06 PAGE: 17 OF 18 REV: D2
TABLE 1
TYPE OF LOADING
LOADING COMBINATIONS
Erection Test Normal Operation
Abnormal Operation
Empty or Shutdown
DEAD
Structures Equipment Internals Internals, linings Piping Platforms Insulation Fireproofing Contingency
Include (7) Include (7) Include (6) Include (6)
Include Include Include
Include (6) -
Include Include
Include (3) Include
Include Include Include Include 5% of
Total dead
Include Include Include Include
Include Include Include Include 5% of
Total dead
Include Include Include Include
Include Include Include Include 5% of
Total dead
Include Include Include Include
Include Include Include Include 5% of Total dead
LIVE Normal Fluids Test Fluids Platforming
- - -
-
Include (5) Modified
(4)
Include -
Include
Maximum (1)
Modified (10)
Include
- -
Include
OTHERS
Surge (normal Contents) Thermal (piping)
- -
- -
Include
Include
Include
Include
- -
Wind Modified Wind (2)
Modified Wind (2)
Include
Modified Wind (9)
Include
Construction Equipment
Include (8) Include (8) -
- -
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SPC 0804.02-40.06 PAGE: 18 OF 18 REV: D2
NOTES:
(1) Load shall be computed due to faulty unit operation from items such as catalyst or liquid back up.
(2) Load shall be based on site location and wind loading based on a wind
speed of 0.77 times the design wind speed. (3) Loads shall be included only if in place during the future test
condition. (4) Include only 50% of the platform live load for the test condition. (5) All vessels( including column ,tower) and theirs associated
foundations shall be designed for in-situ hydrostatic test. (6) Include only if installed in shop or before lifting. (7) The erection load shall be a minimum load as defined in this Standard. (8) The construction equipment load shall only be included if it is greater
than the operating load or increases the overturning moment. (9) Load shall be based on the greater of 1/3 of the maximum wind load
or loads derived from a wind speed of 16 metres/second. (10) Loads derived from a wind speed of 16 metres/second.