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ENGINEERING STANDARD
NUMBER
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REV. NO.
8
DATE
MAR 2021
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Design Criteria for Concrete and Steel Structures
This document is issued by PED, SABIC E&PM, Jubail Industrial City, Kingdom of Saudi Arabia. The information contained
in this document is the confidential property of SABIC. It cannot be disclosed, copied or used for any purpose without approval
from SABIC. If you are not authorized to possess this document, please destroy it immediately.
Classification: General Business Use
Design Criteria for Concrete and
Steel Structures
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CONTENTS
1.
SCOPE ............................................................................................................. 3
2.
REFERENCES ............................................................................................... 3
3.
DEFINITIONS ................................................................................................. 4
4.
DESIGN LOADS ............................................................................................. 5
5.
LOAD COBINATIONS ................................................................................. 16
6.
STRUCTURAL DESIGN.............................................................................. 22
7.
ALLOWABLE DEFLECTIONS .................................................................... 25
8.
EXISTING STRUCTURES .......................................................................... 27
9.
REVISION HISTORY ................................................................................... 27
TABLES
Table I
Minimum Live Loads .......................................................................................... 8
Table II
Basic Wind Speed (V)........................................................................................ 9
Table III
Seismic Design Parameters ............................................................................ 10
Table IV
Load Increase Factors for Impacts .................................................................. 11
Table V
Maximum Wheel Load Increase Factors ....................................................... 182
Table VI
Friction Coefficients ....................................................................................... 183
Table VII
Load Combinations for Buildings , General Plant and Process Structures ...... 18
Table VIII
Load Combinations for Vertical Vessels ........................................................ 188
Table IX
Load Combinations for Horizontal Vessels and Heat Exchangers ................. 199
Table X
Load Combinations for Pipe Racks.................................................................. 20
Table XI
Load Combinations for Ground Supported Storage Tank ................................ 21
Table XII
ASTM Material Equivalency............................................................................. 22
Table XIII
Maximum Allowable Wind Drifts ...................................................................... 25
Table XIV
Maximum Allowable Vertical Deflection of Beams ........................................... 26
Table XV
Maximum Allowable Vertical Deflection of Crane Girders................................ 26
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1.
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Scope
This standard establishes the minimum requirements for the structural design of buildings, structures
and foundations for SABIC facilities and shall be used in conjunction with Basic Engineering Design
Data (BEDD) of the project site.
2.
References
Reference is made in this standard to the following documents. The latest issues, amendments and
supplements to these documents shall apply unless otherwise indicated.
Any conflict(s) between this standard/specification, SES and industry standards, engineering drawings,
and contract documents shall be resolved at the discretion of SABIC.
SABIC Engineering Standards (SES)
B01-E03 Design of Buildings for Petrochemical Plants
B02-S01 Fabrication of Structural and Miscellaneous Steel
B02-S02 Erection of Structural and Miscellaneous Steel
B02-S05 Design, Fabrication and Installation of Gratings and Floor Plates
B03-S01 Design and Construction of Concrete Masonry Structures
B04-F01 Fixed Ladders and Cages
B04-F02 Fixed Industrial Stairs
B04-F03 Pipe Railings
B04-F04 Angle Railings
B51-S01 Cast-In-Place Reinforced Concrete
B51-S03 Grouting for Equipment and Structural Foundations
B52-E02 Dynamic Analysis of Foundations for Reciprocating and Rotating Equipment
B55-S01 Design, Fabrication and Installation of Anchor Bolts
C02-E02 Shallow Foundations
C02-S06 Driven Piles
C02-S07 Cast-In-Situ Bored Piles
Basic Engineering Design Data (BEDD) of the Project site
Process Industry Practices (PIP)
STC01015 Structural Design Criteria
STE01100 Constructability Design Guide
American Association of State Highway Transportation Officials (AASHTO)
HB17
Standard Specification for Highway Bridges (17th Edition)
American Concrete Institute (ACI)
318M
Building Code Requirements for Structural Concrete and Commentary
350M
Code requirements for Environmental Engineering Concrete Structures and Commentary
530
Building Code Requirements for Masonry Structures
376
Code Requirements for Design and Construction of Concrete Structures for the Containment
of Refrigerated Liquefied Gases and Commentary
American Institute of Steel Construction (AISC)
AISC
Manual of Steel Construction 15th Edition - Allowable Stress Design (ASD) and Load and
Resistance Factor Design (LRFD)
AISC
Specification for Structural Joints Using High-Strength Bolts
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American National Standard Institute (ANSI)
MH 27.1 Specifications for Patented Track under Hung Cranes and Monorail Systems
MH 27.2 Specifications for Enclosed Track under Hung Cranes and Monorail Systems
American Petroleum Institute (API)
650
Welded Tanks for Oil Storage
625
Tank Systems for Refrigerated Liquefied Gases and Commentary
American Society for Testing and Materials (ASTM)
A 36M
Standard Specification for Carbon Structural Steel
A 325M Standard Spec. for Structural Bolts, Steel, Heat Treated 830Mpa Minimum Tensile Strength
A 490M Standard Spec. for High Strength Steel Bolts, Classes 10.9 and 10.9.3 for Strc. Steel Joints
A 572M Standard Specification for High Strength Low Alloy Columbium-Vanadium Structural Steel
A 992M Standard Specification for Structural Steel Shapes
American Society of Civil Engineers (ASCE)
ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures
ASCE/SEI 34-14 Design Loads on structure during construction
American Welding Society (AWS)
AWS D1.1/D1.1M Structural Welding Code - Steel
European Norms (EN)
10025-2 Technical Delivery Conditions for non-Alloy Structural Steels
Crane Manufacturers Association of America (CMAA)
CMAA No. 70 Specifications for Top Running Bridge and Gantry Type Multiple Girder Overhead
Electric Travelling Cranes
CMAA No. 74 Specifications for Top Running and Under Running Single Girder Overhead Electric
Travelling Cranes Utilizing Under Running Trolley Hoist
Saudi Building Code (SBC)
SBC 301 Structural – Loading and Forces
High Commission for Industrial Security, Ministry of Interior, K.S.A. (HCIS)
SAF-03 Buildings for Industrial Facilities
3.
Definitions
For the purpose of understanding this standard, the following definitions apply.
Stability Ratio. Stability Ratio is defined as the stabilizing moment divided by the overturning moment.
In the case of structures supported by a single foundation, the stabilizing moment shall be taken about
the outside edge of the foundation.
BEDD: Basic Engineering Design Data of the Project Site
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4.
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Design Loads
4.1
4.2
General
4.1.1
New facilities, buildings, and other structures, including floor slabs and foundations, shall
be designed to resist the minimum loads defined in ASCE/SEI 7-10, SBC 301 and this
section.
4.1.2
Future loads shall be considered if specified by SABIC.
4.1.3
Risk Category for buildings and structures in SABIC facilities shall be considered as
Category III for the purpose of applying wind and earthquake load provisions in
accordance with section 1.5 of ASCE/SEI 7-10. For other classifications, SABIC approval
shall be obtained.
Dead Load (D)
4.2.1
Dead loads are the actual weight of materials forming the building, structure, foundation,
and all permanently attached appurtenances and fixed service equipment including the
weight of cranes and material handling systems.
4.2.2
Weights of fixed process equipment and machinery, piping, valves, electrical cable trays,
and the contents of these items shall be considered dead loads.
4.2.3
For this Standard, dead loads are designated by the following nomenclature:
Ds, Df, De, Do, and Dt, where;
Ds = Structure dead load is the weight of materials forming the structure (not the empty
weight of process equipment, vessels, tanks, piping, nor cable trays), foundation,
soil above the foundation resisting uplift, and all permanently attached
appurtenances (e.g. lighting, instrumentation, HVAC, sprinkler and deluge
systems, fireproofing, and insulation, etc.).
Df = Erection dead load is the fabricated weight of process equipment or vessels (as
further defined in Section 4.2.4).
De = Empty dead load is the empty weight of process equipment, vessels, tanks, piping,
and cable trays (as further defined in Sections 4.2.4 through 4.2.6).
Do = Operating dead load is the empty weight of process equipment, vessels, tanks,
piping, and cable trays plus the maximum weight of contents (fluid load) during
normal operation (as further defined in Sections 4.2.4 through 4.2.7).
Dt = Test dead load is the empty weight of process equipment, vessels, tanks, and/or
piping plus the weight of the test medium contained in the system (as further
defined in Section 4.2.4).
4.2.4
Process Equipment and Vessel Dead Loads:
a.
Erection dead load (Df) for process equipment and vessels is normally the
fabricated weight of the equipment or vessel and is generally taken from the
certified equipment or vessel drawing.
b.
Empty dead load (De) for process equipment and vessels is the empty weight of
the equipment or vessels, including all attachments, trays, internals, insulation,
piping, fireproofing, agitators, ladders, platforms, etc. Empty dead load also
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includes weight of machinery (e.g. pumps, compressors, turbines, and packaged
units).
4.2.5
c.
Operating dead load (Do) for process equipment and vessels is the empty dead
load plus the maximum weight of contents (including packing/catalyst) during
normal operation.
d.
Test dead load (Dt) for process equipment and vessels is the empty dead load plus
the weight of test medium contained in the system. The test medium shall be as
specified in the contract documents or as specified by SABIC. Unless otherwise
specified, a minimum specific gravity of 1.0 shall be used for the test medium.
Equipment and pipes that may be simultaneously tested shall be included.
Cleaning load shall be used for test dead load if the cleaning fluid is heavier than
the test medium.
Pipe Rack Piping Loads:
a.
4.2.6
Dead loads for piping on pipe racks shall be estimated as follows, unless actual
load information is available.
i.
Operating dead load (Do): A uniformly distributed load of 1.9 kN/m2
(equivalent to 8 inch diameter, Schedule 40 pipes, full of water, at 38 cm
spacing) for piping, product, and insulation. Engineering judgement shall be
used to increase this load if average pipe sizes are larger than
abovementioned assumption.
ii.
Empty dead load (De): For checking uplift and components controlled by
minimum loading. 40% to 60% of the estimated piping operating loads shall
be used as determined by engineering judgement if combined with wind or
earthquake unless the actual conditions require a different percentage.
iii.
Test dead load (Dt): The empty weight of the pipe plus the weight of test
medium contained in a set of simultaneously tested piping systems. The
weight of the test medium shall be based on the type of test. A minimum
specific gravity of 1.0 shall be used for the test medium if test medium is not
specified.
b.
For any pipe at least two sizes larger than average pipe size on the piping level
under consideration, an additional uniform or concentrated load, including the
weight of piping, product, valves, fittings, and insulation shall be used for the dead
load not included in the regular uniform distributed piping load of 1.9 kN/m2.
c.
Design shall consider the actual operating weight of the lines with lighter medium
particularly when assessing uplift behavior of the structure.
d.
Pipe racks and their foundations shall be designed to support loads associated
with full utilization of the available rack space.
Pipe Rack Cable Tray Loads:
a.
Dead loads for cable trays on pipe racks shall be estimated as follows, unless
actual load information is available.
i.
Operating dead load (Do): 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 level of cable trays.
These values estimate the full (maximum) level of cables in the trays.
ii.
Empty dead load (De): For checking uplift and components controlled by
minimum loading, a reduced level of cable tray load (i.e., the actual
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configuration) should be considered as the empty dead load. Engineering
judgment shall be exercised in defining the dead load for uplift conditions.
4.2.7
4.3
Ground-Supported Storage Tank Loads:
a.
Dead loads for ground-supported storage tanks are shown in Table X with the
same nomenclature as other dead loads in this standard for consistency.
b.
The individual load components making up the dead loads shall be separated for
actual use in design, as follows:
i.
Operating dead load (Do): Operating dead load for a ground-supported
storage tank is made up of the metal load from the tank shell and roof,
vertically applied through the wall of the tank, in addition to the fluid load
from the stored product. The fluid load acts through the bottom of the tank
and does not act vertically through the wall of the tank. Therefore, the metal
dead load and the fluid load shall be used separately in design.
ii.
Empty dead load (De): For checking uplift and components controlled by
minimum loading, the corroded metal weight (if a corrosion allowance is
specified) shall be considered as the empty dead load.
iii.
Test dead load (Dt): Test dead load for a ground-supported storage tank is
made up of the metal load from the tank shell and roof, vertically applied
through the wall of the tank, in addition to the fluid load from the test
medium. The fluid load acts through the bottom of the tank and does not act
vertically through the wall of the tank. Therefore, the metal dead load and the
fluid load shall be used separately in design. Unless otherwise specified, a
minimum specific gravity of 1.0 shall be used for the test medium.
Live Load (L)
4.3.1
Live loads are gravity loads produced by the use and occupancy of the building or
structure. These include the weight of all movable loads, such as personnel, tools,
movable partitions, miscellaneous equipment, wheel loads, parts of dismantled
equipment, stored material, etc.
4.3.2
Minimum live loads shall be in accordance with ASCE/SEI 7-10, applicable codes and
standards, and in Table I, unless otherwise specified. For major equipment, the
manufacturer certified loads shall be used in the design.
4.3.3
Uniform and concentrated live loads listed in Table I shall not be applied simultaneously.
4.3.4
Areas specified for maintenance (e.g. heat exchanger tube bundle servicing) shall be
designed to support the live loads.
4.3.5
Concentrated loads equal to or greater than 4.5 kN may be assumed to be uniformly
distributed over an area of 750 mm by 750 mm and shall be located to produce the
maximum load effects in the structural members.
4.3.6
Live load reductions shall be in accordance with ASCE/SEI 7-10. Roof live loads shall
not be reduced.
4.3.7
The loadings on handrails and guardrails for process equipment structures shall be in
accordance with ASCE/SEI 7-10.
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Table I
Minimum Live Loads
UNIFORM LOAD
CATEGORY
(kN/m2)
CONCENTRATED
LOAD
(kN)
Platform:
- Operating floor areas and platforms
- Platforms where heavy maintenance occur
- Personnel access, inspection platforms and catwalks.
3.6
7.0
2.5
4.5
Stairs, ramps
5.0
4.5
Exit ways, corridors and lobbies
5.0
4.5
Air-conditioning equipment and transformers (1)
10.0
-
7.5
-
10.0
-
7.5
-
Laboratories (1)
5.0
-
Control room, rack room, locker room, remote
instrument building, analyzer shelters (1)
5.0
9.0
Storage areas: (1)
- Light
- Heavy
6.0
-
Electrical switchgear room
(1)
Battery rooms (1)
Communication equipment room, data center
(1)
4.5
3.0
12.0
Notes:
(1) The provided loads shall be used for preliminary design until the actual equipment data becomes
available. Use actual weight of equipment when it is greater than tabulated values.
4.4
Wind Load (W)
4.4.1
Wind loads shall be determined and applied in accordance with ASCE/SEI 7-10.
4.4.2
Site specific design parameters shall be in accordance with the BEDD of the project site
and as specified below.
4.4.3
Basic wind speed (V) is a 3 second gust speed at 10 m above ground for plant site
exposure category ‘C’ and associated with 1700 years return period (annual probability
of 0.000588). Basic wind speed (V) used in the calculation of design wind loads on
buildings and other structures shall be determined from Table II.
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Table II
Basic Wind Speed (V)
V (1)
PLANT SITE
km/hr
m/sec
Jubail
180
50
Yanbu
170
47
Riyadh
198
55
Dammam
180
50
Notes:
(1) See clause 4.4.4
4.4.4
Velocities of Table II generate wind loads for use in Strength Design method with a wind
load factor of 1.0. These velocities shall be used in conjunction with that of combinations
specified in this standard and in section 2.3 and 2.4 of ASCE/SEI 7-10.
4.4.5
Exposure category ‘C’ shall be used unless the terrain condition of the site justifies a
different exposure category subject to the approval of the SABIC. For structures located
within 0.46 km from shorelines, Exposure category D shall be used.
4.4.6
The full design wind load shall be used when calculating wind drift.
4.4.7
A solid width of 450 mm shall be assumed when calculating the wind load on ladder
cages unless actual geometry is considered in analysis.
4.4.8
Partial Wind Load (Wp) :
Only 50 percent of calculated wind load shall be considered as a Partial Wind Load in
test or erection phase having a duration of less than 6 weeks. For test or erection,
periods longer than six weeks refer to ASCE/SEI 37-14.
4.4.9
Force coefficients (Cf) for typical petrochemical facilities not specifically covered by
ASCE/SEI 7-10, such as multiple bay equipment support structures, pipe racks, vessels
with appurtenances etc., shall be determined based on guidelines provided in ASCE
Guidelines for Wind Loads and Anchor Bolt Design for Petrochemical Facilities.
4.4.10 Gust effect factors for main wind resisting systems of flexible buildings, structures,
stacks, process columns and vessels having a height exceeding four times the least
horizontal dimension or a fundamental natural frequency less than 1.0 Hz shall be
calculated. Calculations shall be based on a rational analysis that incorporates the
dynamic properties of the main wind force resisting system. One such procedure for
determining gust response factor is described in ASCE/SEI 7-10.
4.4.11 The total wind force on equipment support structures shall be determined as the sum of
the forces on each component in the structure. Components shall include equipment and
supports (without considering shielding), piping, structural framing, ladders, stairs, and
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other miscellaneous objects attached to the structure. However, the total force due to
wind for an ordinary structure need not exceed that of an enclosed structure that would
completely envelope the structure and attachments.
4.4.12 No reduction shall be made for the shielding effect of vessels or structures adjacent to
the structure being designed.
4.4.13 Wind and earthquake loads shall not be assumed to act concurrently.
4.5
Earthquake Load (E)
4.5.1
Earthquake loads shall be computed and applied in accordance with ASCE/SEI 7-10 and
the parameters of Table III.
4.5.2
Earthquake loads for storage tanks at grade shall be in accordance with Appendix E of
API 650 and the parameters of Table III.
4.5.3
ASCE/SEI 7-10 generates earthquake loads for use in Strength Design method with
seismic load factor of 1.0. This shall be taken into account if using Allowable Stress
Design Methods or applying load factors from other codes.
4.5.4
Site specific design parameters shall be in accordance with the BEDD of the project site
and as specified below in Table III.
Table III
Seismic Design Parameter
EARTHQUAKE PARAMETER
JUBAIL
DAMMAM
RIYADH
YANBU
11
11
4
20
S1 : 1 second spectral response
acceleration in % g
6
6
1
3.5
PGA (% Peak Ground Acceleration) (1)
5
5
2
9.5
Ss : Short period (0.2 Sec) spectral
response acceleration in %g
Notes:
(1) The spectral values and PGA represent a 2% probability of exceedance in 50 years (recurrence
interval of approximately 2500 years).
(2) The Site Class is B.
4.5.5
The site classification shall be determined based on site-specific geotechnical
investigation. In the absence of site specific classification, Class C shall be assumed only
for preliminary design purposes.
4.5.6
Seismic loads shall not be considered in test or erection load combination.
4.5.7
The importance factor “I” of 1.25 shall be used for all structures.
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4.5.8
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For the load combinations in Section 5.0, the following designations are used:
Eo = Earthquake load considering the unfactored operating dead load and the
applicable portion of the unfactored structure dead load.
Ee = Earthquake load considering the unfactored empty dead load and the applicable
portion of the unfactored structure dead load.
4.5.9
4.6
The equipment mass shall be considered as a lumped mass added to the structural
mass in seismic analysis rather than externally applied seismic force.
Impact Load
4.6.1
The weight of machinery and moving loads shall be increased by the percentages shown
in Table IV to allow for impact. All percentages of Table IV shall be increased where
specified by the manufacturer.
4.6.2
Impact loads shall not be considered in load combinations comprising wind and
earthquake loads.
Table IV
Load Increase Factors for Impacts
CATEGORY
4.7
LOAD
INCREASE
FACTOR
For supports of elevators (dead and live load)
100 %
Light machinery, shaft or motor driven
20 %
Reciprocating machinery or power driven units
50 %
Crane Load
4.7.1
The crane live load shall be the rated capacity of the crane. Design loads for the runway
beams, including connections and support brackets, of moving bridge cranes and
monorail cranes shall include the maximum wheel loads of the crane and the vertical
impact, lateral, longitudinal and crane stop force induced by the moving crane.
4.7.2
The maximum wheel loads shall be the wheel loads produced by the weight of the
bridge, plus the sum of the rated capacity and the weight of the trolley positioned on its
runway at the location where the resulting load effect is maximum.
4.7.3
The maximum wheel loads of the crane shall be increased by the percentages shown in
Table V to determine the induced vertical impact or vibration.
4.7.4
The lateral force on crane runway beams with electrically powered trolleys shall be
calculated as 20 percent of the sum of the rated capacity of the crane and the weight of
the hoist and trolley. The lateral force shall be assumed to act horizontally at the traction
surface of a runway beam in either direction perpendicular to the beam, and shall be
distributed with due regard to the lateral stiffness of the runway beam and supporting
structure. The lateral force on Davits shall be 20 percent of its rated capacity.
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4.7.5
The longitudinal force on crane runway beams, except for bridge cranes with handgeared bridges, shall be calculated as 10% of the maximum wheel loads of the crane.
The longitudinal force shall be assumed to act horizontally at the traction surface of a
runway beam in either direction parallel to the beam. The longitudinal force on Davits
shall be 20 percent of its rated capacity.
4.7.6
The crane stop forces shall be based on manufacturer’s requirements. In the absence of
such recommendations, ASCE 7-10 guidelines shall be followed.
Table V
Maximum Wheel Load Increase Factors
CATEGORY
VERTICAL
IMPACT
FORCE
Monorail cranes (powered)
25 %
Cab-operated or remotely operated bridge cranes (powered)
25 %
Pendant-operated bridge cranes (powered)
10 %
Lifting lugs or pad eyes and internal members, including both end
connections, framing into the joint where the lifting lug or pad eye is located
100 %
All other structural members transmitting lifting forces
15 %
Bridge cranes or monorail cranes with hand-geared bridge, trolley, and hoist
0%
Davits
(1)
Notes:
(1)
4.8
Vertical impact force on Davits shall be 25 percent of rated capacity.
Thermal Load (T)
4.8.1.
Thermal loads are designated by the following nomenclature:
Tp, Ts, Af, and Ff, where
Tp = Forces on vertical vessels, horizontal vessels, or heat exchangers caused by the
thermal expansion of the pipe attached to the vessel under normal operating
conditions ( loads from a pipe stress analysis or from manufacturer).
Ts = The self-straining thermal forces caused by the restrained expansion or
contraction of vessels, structural steel members in pipe racks or structures caused
by sustained change in ambient temperature.
Af = Pipe anchor and guide forces (loads from a pipe stress analysis).
Ff = Friction forces caused by the sliding of pipes, horizontal vessels or heat
exchangers on their supports, in response to thermal expansion or contraction.
4.8.2.
All support structures and elements shall be designed to accommodate the loads or effects
produced by thermal expansion and contraction of equipment and piping.
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4.8.3.
Thermal loads shall be included with operating loads in the appropriate load combinations.
Thermal load shall have the same load factor as dead load.
4.8.4.
Thermal loads and displacements shall be calculated on the basis of the difference
between ambient temperature or equipment design temperature and installed temperature
(30 C). To account for the significant increase in temperatures of steel exposed to
sunlight, 20 C shall be added to the maximum ambient temperature.
4.8.5.
Thermal loads due to environmental condition shall be based on ambient temperature
range from a minimum of 0 C to a maximum of 50 C unless otherwise specified in the
BEDD.
4.8.6.
Friction loads caused by thermal expansion shall be determined using the appropriate
static coefficient of friction. Coefficients of friction shall be in accordance with Table VI.
Table VI
Friction Coefficients
SURFACE
FRICTION COEFFICIENT
Steel-to-steel
0.4
Steel-to-concrete
0.6
Proprietary sliding surfaces or
coatings
Teflon to stainless steel
According to manufacturer’s
instructions
0.10
4.8.7.
Friction loads shall be considered temporary and shall not be combined with wind or
earthquake loads. However, anchor and guide loads (excluding their friction component)
shall be combined with wind or earthquake loads.
4.8.8.
For pipe racks supporting multiple pipes, 10 percent of the total piping weight shall be used
as an estimated horizontal friction load applied only to local supporting beams. However,
an estimated friction load equal to 5 percent of the total piping weight shall be accumulated
and carried into pipe rack struts, columns, braced anchor frames, and its foundations.
4.8.9.
If the definitive information is available, a concentrated load of 30 percent of the total pipe
weight of the heaviest pipe shall be used to produce greatest loading.
4.8.10. Under normal loading conditions with multiple pipes, torsional effects on the local beam
need not be considered because the pipes supported by the beam limit the rotation of the
beam to the extent that the torsional stresses are minimal. Under certain circumstances,
engineering judgment shall be applied to determine whether a higher friction load and/or
torsional effects should be used.
4.8.11. Pipe anchor and guide loads shall have the same load factor as dead loads.
4.8.12. Internal pressure and surge shall be considered for pipe anchor and guide loads.
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4.8.13. Beams, struts, columns, braced anchor frames, and foundations shall be designed to resist
actual pipe anchor and guide loads.
4.8.14. For local beam design, only the top flange shall be considered effective for horizontal
bending unless the pipe anchor engages both flanges of the beam.
4.9
Bundle Pull Load (Bp)
4.9.1.
Structures and foundations supporting heat exchangers subject to bundle pulling shall be
designed for a horizontal bundle pushing and pulling load equal to 100 percent of the
weight of the removable tube bundle.
4.9.2.
Bundle pull load shall be applied at the center of the bundle and be considered in load
combinations as live load.
4.9.3.
The foundation at the fixed end shall be designed for 100 percent of the calculated bundle
pushing and pulling horizontal load.
4.9.4.
The foundation at the sliding end shall be designed for at least 50 percent of the calculated
bundle pushing and pulling horizontal load.
4.9.5.
If it can be assured that the bundles will be removed strictly by the use of a bundle extractor
attaching directly to the exchanger (such that the bundle pull force is not transferred to the
structure or foundation), the structure or foundation need not be designed for the bundle
pull force. Such assurance shall be provided by the addition of a sign posted on the
exchanger to indicate bundle removal by an extractor only.
4.10 Erection Load
4.10.1 Erection loads are temporary loads caused by the installation or erection of equipment or
structures. Erection loads are considered in load combinations as live load.
4.10.2 Beams and floor slabs in multi-storey structures shall be designed to carry the full
construction loads imposed by the props supporting the floor immediately above. The
locations of props used in design shall be shown on design/construction drawings to
highlight the adopted design philosophy.
4.10.3 Heavy equipment lowered onto a supporting structure can introduce extreme point loads
on structural members, exceeding operating or test loads. After placing of equipment, the
exact positioning (lining out and leveling) can also introduce extreme point loads. This
potential loading condition shall be considered in design calculations where appropriate.
4.11 Traffic Loads
4.11.1 Bridges, trenches, and underground installations accessible to truck loading shall be
designed to withstand HS20 loading as defined by AASHTO HB 17 Standard
Specifications for Highway Bridges. Maintenance or construction crane loads shall also be
considered.
4.11.2 For the design of structural element, crane loads or moving loads shall be assumed to be
at the most unfavorable position and at maximum values including lifting capacity and
horizontal loads caused by braking or acceleration.
4.11.3 Truck or crane loads shall have the same load factor as live loads.
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4.11.4 Vehicular loads due to tired-vehicles (moving equipment) that operate on paved areas
shall be as per AASHTO specification.
4.12 Blast Loads
4.12.1 Blast load is the load on a structure caused by overpressure resulting from the ignition and
explosion of flammable material or overpressure resulting from a vessel burst.
4.12.2 Blast load shall be computed and applied in accordance with SES B01-E02.
4.13 Differential Settlement
4.13.1 Provisions shall be made for forces arising from assumed differential settlements of
foundations and from restrained dimensional changes due to temperature changes,
moisture expansion, shrinkage, creep, and similar effects. These loads are considered in
load combinations as dead load.
4.14 Earth and Water Pressure
4.14.1 Earth and hydrostatic water pressures on retaining walls and underground structures shall
be determined. Outward pressures on liquid-retaining structures shall also be determined.
4.14.2 Earth and water pressures are considered in load combinations as live load.
4.15 Pressure Loads (Ground-supported tanks only)
4.15.1 Pressure loads for ground supported tanks are designated by the following nomenclature:
Pi = Design internal pressure
Pe = External pressure
Pt =
Test internal pressure
4.16 Special Design Considerations
4.16.1 Vibration Loads: Where vibration induced by equipment or operation is specified or
anticipated, supporting members shall be designed to prevent fatigue failure. Where it is
anticipated that vibrations will be transmitted through columns and other portions of a
building or structure to the foundations, vibration forces shall be considered in the
foundation design. Vibration loads shall be considered as live loads in the applicable load
combinations.
4.16.2 Structures providing support for rotating and reciprocating machinery shall provide safe
and tolerable response to dynamic loadings imposed by the machinery. Design of the
structural system or foundation supporting rotating or reciprocating machinery shall comply
with SES B52-E02.
4.16.3 The effect of wind forces acting on temporary scaffolding erected during construction, or
later for maintenance, which will be transferred to the vessel or column shall be considered.
When considering these effects, the actual projected area of the scaffold members
together with the correct shape factor and drag coefficient shall be used. As an initial
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approximation, the overall width of the scaffolding itself can be taken as 1.5 m on each
side of the vessel or column with 50 percent closed surface and shape factor 1.0.
4.16.4 Hydrostatic loads and buoyancy shall be considered when a structure or equipment
extends below water level, either temporarily or long term as follows:
a.
Structure or equipment shall be considered as empty when evaluating impact of
buoyancy.
b.
Water table level shall be considered as per recommendations of Geotechnical
investigation report unless otherwise approved by SABIC.
4.16.5 Dike walls shall be designed for accidental load condition when the bund is completely
filled with water/fluid to the crest. Only the hydrostatic fluid pressure acting in the outward
direction and gravity loading need to be considered. The factor of safety shall not be less
than 1.3 for this loading condition.
5.
Load Combinations
5.1
5.2
General
5.1.1
Buildings, structures, equipment, vessels, tanks, and foundations shall be designed for
the appropriate load combinations from this standard, ASCE 7-10, and any other
probable and realistic combination of loads.
5.1.2
Engineering judgment shall be used in establishing all appropriate load combinations.
5.1.3
Load combinations shall include erection, testing, maintenance and operating conditions
with or without climatic overloads like wind or earthquake loads.
5.1.4
The non-comprehensive list of typical load combinations (for both ASD and Strength
Design) specified through Table VII to Table XI for each type of structure shall be
considered and used as applicable.
5.1.5
The use of a one-third stress increase for load combinations including wind or
earthquake loads shall not be allowed for designs using AISC ASD. However, a 20
percent allowable stress increase shall be permitted for any test load combination.
5.1.6
For Strength Design, no load factor reduction shall be permitted for any test load
combination.
Load Combinations for Buildings , General Plant and Process Structures
5.2.1
Load combinations for buildings, general plant structures and process structures shall be
in accordance with ASCE/SEI 7–10, Chapter 2. Load combinations for Allowable Stress
Design and Strength Design are provided in the Table VII shall be as applicable.
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Table VII
Load Combinations for Buildings and general plant structures and process structures
LOAD COMBINATION (1)
LOAD
COMB.
NO.
DESCRIPTION
SERVICE LOADS
(Allowable Stress Design)
FACTORED LOADS
(Strength Design)
1
Operating Weight + Thermal
Ds + D o + T
1.4 (Ds + Do + T)
2
Operating Weight + Live + Thermal
Ds + D o + T + L
1.2 (Ds + Do + T) + 1.6 L
3
Operating Weight + Live +
Thermal(3) + wind or Earthquake
Ds + Do + 0.75 L + T + 0.75
(0.7 Eo ) or 0.75 (0.6 W)
1.2 (Ds + Do + T) + L + W
or Eo
4
Operating Weight + Thermal (3) +
Wind or Earthquake
Ds + Do + T + (0.6 W or 0.7
Eo)
1.2 (Ds + Do + T) + (W or
Eo)
0.6 (Ds + De)+ 0.6 W
0.9 (Ds + De) + W
0.6 (Ds + Do ) + T + 0.7 Eo
0.9 (Ds + Do) +1.2 T+ Eo
0.6 (Ds + De) + 0.7 Ee
0.9 (Ds + De) + Ee
5
6a
6b
Empty Weight + Wind
(uplift case)
Operating Weight + Thermal (3)
Earthquake
(Earthquake uplift case)
Empty Weight + Earthquake
(Earthquake uplift case)
7(4)
Test Weight + Partial Wind
Ds + Dt + 0.6 W p(2)
1.2 (Ds + Dt) + W p(2)
8(4)
Test Weight
D s + Dt
1.4 (Ds + Dt)
Notes:
(1) See section 4 for notations.
(2)
Roof live loads shall not be reduced in any above load combinations.
(3)
Only operating thermal loads (Af and Tp) which are not relieved by sliding shall be considered in operating load
combinations with wind or earthquake.
(4)
Engineering judgment shall be used in establishing the appropriate application of test load combinations to
adequately address actual test conditions and test sequence in accordance with project and code
requirements while avoiding overly conservative design.
5.3
Load Combinations for Vertical Vessel supports and foundations
5.3.1
Load combinations for Allowable Stress Design and Strength Design are provided in the
Table VIII.
5.3.2
Erection weight + Partial wind load combinations is required if the erection weight of the
vessel is significantly less than the empty weight of the vessel.
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Thrust forces caused by thermal expansion of piping shall be included in the calculations
for operating load combinations, if deemed advisable. The pipe stress engineer shall be
consulted for any thermal loads that are to be considered.
Table VIII
Load Combinations for Vertical Vessel supports and foundations
LOAD COMBINATION (1)
LOAD
COMB.
NO.
DESCRIPTION
SERVICE LOADS
(Allowable Stress Design)
FACTORED LOADS
(Strength Design)
1
Operating Weight
Ds + D o
1.4 (Ds + Do)
2
Operating Weight + Live Load
Ds + D o + L
1.2 (Ds + Do) + 1.6 L
3
Operating Weight + Wind or
Earth quake
Ds + Do + 0.6 W or 0.7 Eo
1.2 (Ds + Do) + W or Eo
4
Empty Weight + Wind
(Wind uplift case)
0.6 (Ds + De) + 0.6 W
0.9 (Ds + De) + W
5a
Operating Weight + Earthquake
(Earthquake uplift case)
0.6 (Ds + Do) + 0.7 Eo
0.9 (Ds + Do) + Eo
5b
Empty Weight + Earthquake
(Earthquake uplift case)
0.6 (Ds + De) + 0.7 Ee
0.9 (Ds + De) + Ee
6
Erection Weight + Partial Wind
(Wind uplift case)
0.6 (Ds + Df) + 0.6 W p
0.9 (Ds + Df) + W p
7
Test Weight + Partial Wind
Ds + Dt + 0.6 W p
1.2 (Ds + Dt) + W p
8
Test Weight
D s + Dt
1.4 (Ds + Dt)
Notes:
(1) See section 4 for notations.
5.4
Load Combinations for Horizontal Vessels and Heat Exchanger foundations
5.4.1
Load combinations for Allowable Stress Design and Strength Design are provided in
Table IX.
5.4.2
Wind and earthquake forces shall be applied in both transverse and longitudinal
directions, but shall not necessarily be applied simultaneously.
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Table IX
Load Combinations for Horizontal Vessels
and Heat Exchanger supports and foundations
LOAD COMBINATION (1)
LOAD
COMB.
NO.
DESCRIPTION
SERVICE LOADS
(Allowable Stress Design)
FACTORED LOADS
(Strength Design)
1
Operating Weight +
Thermal (2)
Ds + Do + (Ts or Ff)
1.4 (Ds + Do) + 1.4 (Ts or Ff)
2
Operating Weight + Live Load +
Thermal (2)
Ds + Do + L + (T or Ff)
1.2 (Ds + Do) + 1.6 L +
1.2 (T or Ff)
3
Operating Weight + Wind or Earth
quake
Ds + Do + 0.6 W or 0.7 Eo
1.2 (Ds + Do) + W or Eo
4
Empty Weight + Wind
(Wind uplift case)
0.6 (Ds + De)+ 0.6 W
0.9 (Ds + De) + W
5a
Operating Weight + Earthquake
(Earthquake uplift case)
0.6 (Ds + Do) + 0.7 Eo
0.9 (Ds + Do) + Eo
5b
Empty Weight + Earthquake
(Earthquake uplift case)
0.6 (Ds + De) + 0.7 Ee
0.9 (Ds + De) + Ee
6
Erection Weight + Partial Wind (2)
(Wind uplift case)
0.6 (Ds + Df) + 0.6 W p
0.9 (Ds + Df) + W p
7
Test Weight + Partial Wind (2)
(For horizontal vessels only)
Ds + Dt + 0.6 W p
1.2 (Ds + Dt) + W p
8
Empty Weight + Bundle Pull
(For heat exchangers only)
Ds + De + Bp
1.2 (Ds + De) + 1.6 Bp
9
Test Weight
(For Horizontal vessels only)
D s + Dt
1.4 (Ds + Dt)
10
Empty Weight + Bundle Pull
(For heat exchangers only)
Bundle pull uplift case
0.6 (Ds + De) + Bp
0.9 (Ds + De) + 1.6 Bp
Notes:
(1) See section 4 for notations.
(2) The design thermal force shall be the lesser of the force (Ts) required to deflect foundation pier an amount equal
to half of the thermal growth between the exchanger or vessel saddles and the force (Ff) required to overcome
static friction at the sliding surface between the bottom of the exchanger or vessel saddle and the support pier.
5.4.3
Erection Weight + Partial Wind load combinations is required if the erection weight of the
vessel or exchanger is significantly less than the empty weight of the vessel or
exchanger.
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5.4.4
Heat exchanger empty dead load will be reduced during bundle pull because of the
removal of the exchanger head.
5.4.5
Sustained thermal loads not relieved by sliding caused by vessel or exchanger
expansion shall be considered in operating load combinations with wind or earthquake.
5.4.6
Thrust forces caused by thermal expansion of piping shall be included in the calculations
for operating load combinations, if deemed advisable. The pipe stress engineer shall be
consulted for any thermal loads that are to be considered.
Load Combinations for Pipe Rack and Pipe Bridge Design
5.5.1
Load combinations for Allowable Stress Design and Strength Design are provided in the
Table X.
Table X
Load Combinations for Pipe Racks
LOAD COMBINATION (1)
LOAD
COMB.
NO.
DESCRIPTION
SERVICE LOADS
(Allowable Stress Design)
FACTORED LOADS
(Strength Design)
1
Operating Weight + Thermal
Ds + D o + T
1.4 (Ds + Do + T)
2
Operating Weight + Thermal(2) +
Wind or Earthquake
Ds + Do + T + 0.6 W or 0.7Eo
1.2 (Ds + Do + T) +
W or Eo
0.6 (Ds + De)+ 0.6 W
0.9 (Ds + De) + W
0.6 (Ds + Do ) + T + 0.7 Eo
0.9 (Ds + Do) + 1.2 T + Eo
0.6 (Ds + De) + 0.7 Ee
0.9 (Ds + De) + Ee
3
4a
4b
Empty Weight + Wind
(Wind uplift case)
Operating Weight + Thermal(2)
+Earthquake
(Earthquake uplift case)
Empty Weight + Earthquake
(Earthquake uplift case)
5
Test Weight + Partial Wind
Ds + Dt + 0.6 W p(2)
1.2 (Ds + Dt) + W p
6
Test Weight
D s + Dt
1.4 (Ds + Dt)
Notes:
(1) See section 4 for notations.
(2)
Only operating thermal loads (Af and Tp) which are not relieved by sliding shall be considered in operating load
combinations with wind or earthquake.
5.5.2
Earthquake forces shall be applied in both transverse and longitudinal directions, but
shall not necessarily be applied simultaneously.
5.5.3
Full Ds + Do value shall be used for calculation of Eo in load combination.
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5.5.4
0.6 Do is used as a close approximation of the empty pipe condition De.
5.5.5
Test Weight + Partial Wind is required only for local member design where test is not
performed on all pipes simultaneously.
5.5.6
For pipe racks with air coolers or other types of equipment and vessels, loads and load
combinations used for corrsepsonding equipment structures and vessel supports shall
also be considered as applicable.
5.6 Load Combinations for Ground Supported Storage Tank Foundations
5.6.1
Load combinations for ground supported storage tank shall be as shown in Table XI.
5.6.2
For internal pressures (Pi) sufficient to lift the tank shell according to the rules of API 650,
tank, anchor bolts, and foundation shall be designed to the additional requirements of
API 650 Appendix F.7.
Table XI
Load Combinations for Ground Supported Storage Tank Foundations
LOAD
COMB.
NO.
DESCRIPTION
SERVICE LOADS (1)
(Allowable Stress Design)
1
Operating Weight + Internal Pressure
Ds + Do + Pi
2
Test Weight + Test Pressure
Ds + Dt + Pt
3
Empty or Operating Weight + Wind +
Internal Pressure
Ds + (De or Do) + 0.6 W + 0.4 Pi
4
Empty or Operating Weight + Wind +
External Pressure
Ds + (De or Do) + 0.6 W + 0.4 Pe
5
Operating Weight + Live Load +
External Pressure
Ds + Do + L + 0.4 Pe
6
Empty or Operating weight + Live load +
External Pressure
Ds + (De or Do) + 0.4 L + Pe
7
Operating Weight + Earthquake(2) +
Internal Pressure (Earthquake uplift case)
Ds + Do + Eo(2) + 0.4 Pi
8
Operating Weight + Earthquake(2)
Ds + Do + Eo(2)
Notes:
(1) See section 4 for notations.
(2)
Earthquake loads (Eo) shall be calculated in accordance with Annex E of API 650. Earthquake loads in
API 650 taken from ASCE/SEI 7-10 “bridging equations” already include the 0.7 ASD seismic load factor.
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Load Combinations for Machinery Static Analysis, Skid and Modular Equipment, Filters,
and Other Equipment
5.7.1
6.
NUMBER
Load combinations for machinery, skid and modular equipment, filters, etc. shall be
similar to the load combinations for vertical vessels.
Structural Design
6.1
6.2
General
6.1.1.
Structural steel framed structures shall be utilized for most equipment support, all pipe
racks and some buildings specified by SABIC. In case of a cost or schedule advantage,
concrete or precast concrete may be used, provided structural adequacy is maintained.
6.1.2.
For the building structures located in OSBL areas, the feasibility of special modular
building systems such as ConXtech shall be evaluated considering cost, schedule and
possibility of future modifications.
6.1.3.
Guidelines given in PIP STE01100 should be considered in the structural design of the
project for improving the constructability of civil and structural works.
Structural Steel
6.2.1.
Steel design shall be in accordance with AISC ASD or AISC LRFD specifications.
6.2.2.
Plastic design method shall not be used in the design of structures subject to sustained
vibration or stress reversal caused by operating equipment.
6.2.3.
Structural steel shapes, plates and bars shall be in accordance with ASTM A 36M, ASTM
A 572M Grade 50 or ASTM A 992M. Unless otherwise specified in contract documents,
structural steel wide flange shapes, including WT shapes, shall be in accordance with
ASTM A992/A992M or ASTM A 572M Grade 50. Grade substitutions shall not be made
without SABIC approval.
6.2.4.
Subject to SABIC approval, ASTM equivalent material shown on Table XII can be used.
Any differences in material dimensions, section properties, yield strengths and tensile
strengths shall be accounted for in design calculations. However, mixed use of the
structural material in the same plant is not permitted without SABIC approval.
Table XII
ASTM Material Equivalency
ASTM MATERIALS
EN MATERIALS
A 36M
EN 10025-2, Gr S275 Jr/J0
A 572M Grade 50
EN 10025-2, Gr S355 Jr/J0
A 992M
EN 10025-2, Gr S355 Jr/J0
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6.2.5.
Fabrication and erection of structural steel shall be in accordance with SES B02-S01 and
SES B02-S02 respectively.
6.2.6.
Equipment structures, pipe racks, and buildings shall be designed to provide adequate
lateral stability with bracing systems or rigid moment connection design. The preferred
method of providing stability will be to use a bracing system in both lateral and
longitudinal directions of equipment structures and buildings. When access or clearance
requirements, or both, preclude the use of bracing in both directions, the next preferred
method shall be the use of moment connected rigid frames or knee-braced frames with
simple connections to provide stability in the lateral direction and the use of bracing in
the longitudinal direction. The use of moment connected rigid frames or knee-braced
frames to provide lateral stability in both directions is not permitted without the prior
approval by SABIC.
6.2.7.
Bracing in structures supporting equipment, pipe racks, and buildings shall be either Kbracing or single diagonal or X braces. Care shall be taken to ensure that the bracing
shall not interfere with equipment access for maintenance.
6.2.8.
Compression flanges of floor beams, not supporting equipment, can be considered
braced by decking (Concrete or floor plate) if positively connected. Grating shall not be
considered as lateral bracing for support beams.
6.2.9.
Preference in design shall be given to Shop-welded, field-bolted connections.
6.2.10. Bolted joints shall conform to the requirements of the latest edition of AISC Specification
for Structural Joints Using High-Strength Bolts. European equivalents shall be used with
prior SABIC approval.
6.2.11. All structural strength welding shall be continuous. All welding shall conform to
ANSI/AWS D 1.1.
6.2.12. Minimum bolt size shall be 20mm for structural members and 16mm for railings, ladders,
purlins and girts.
6.2.13. Minimum thickness of bracing gusset plates shall be 10mm.
6.2.14. For structural elements subject to prolonged exposure to heat above 93 oC, allowable
design stress shall be reduced in proportion to reductions in yield strength of the steel at
the design temperature. The modulus of elasticity shall also be reduced to account for
the effect of elevated temperature.
6.2.15. Where the structure is continuously exposed to an environmental temperature exceeding
260oC, such as flare support structures or adjacent to fired equipment, the structural
steel mechanical properties shall be thoroughly reviewed as per AISC Manual of Steel
Construction.
6.2.16. For structural elements exposed to severe corrosion, wear conditions, or other
extraordinary environmental conditions, special materials, protection, or material
thickness allowance shall be used instead of decreasing allowable stresses.
6.2.17. Platforms, Stairways, Ladders and Handrails:
a.
Fixed ladders and cages shall be designed and fabricated as per SES B04-F01.
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b.
As a minimum, platforms and walkways shall be covered with 30 mm x 5 mm
grating or 6 mm thick checkered plate. These shall be designed for a maximum
deflection of 6 mm. Gratings shall be as specified in SES B02-S05.
c.
Fixed stairways shall be designed and fabricated as per SES B04-F02.
d.
Hand railing shall be as per SES B04-F03.
e.
Handrails shall be removable where required for periodic maintenance.
6.2.18. Monorail Beams:
6.3
6.3.3.
6.3.4.
6.3.5.
The material of beams shall conform to ASTM A 36 or equivalent.
c.
Monorail beam selection shall be limited to AISC S series. When wide flange beam
(AISC W series) is required to support flat wheels of hoist trolley, then a wide
flange beam equivalent to S series beam shall be substituted for preliminary
design.
Concrete design shall be in accordance with ACI 318M.
Concrete design for liquid-containing structures shall also be designed in accordance
with ACI 350M.
Concrete, reinforcing steel, welded wire fabric and other materials shall be in accordance
with SES B51-S01.
The minimum rebar size shall be
a.
12 mm for use as tension, compression or temperature reinforcement, except
where welded wire fabric is used,
b.
16mm for reciprocating machine foundation piers,
c.
10mm for ties and spirals.
Precast and prestressed concrete shall be in accordance with ACI 318M.
Masonry design shall be in accordance with SES B03-S01 and ACI 530.
Foundations
6.5.1.
6.5.2.
6.6
b.
Masonry
6.4.1.
6.5
Monorail beams and hoists shall be designed and provided as per the
specifications ANSI MH 27.1 and MH 27.2 as applicable.
Reinforced Concrete
6.3.1.
6.3.2.
6.4
a.
Design and construction of foundations for structures and equipment shall be as per this
standard SES C02-E02, C02-S06 and C02-S07
The foundation requirments of storage tanks shall be as per API 625, API 650 or ACI 376
Stability against Overturning, Sliding, and Buoyancy
6.6.1.
Structures, buildings, and structural units, which consist of stacks, exchangers, vertical
and horizontal vessels, together with their foundations, shall have following minimum
safety factors for load combinations through section 5.2 to 5.5 of this standard.
a.
The minimum overturning “stability ratio” shall be 1.0
b.
The minimum factor of safety against sliding shall be 1.0
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6.8
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6.6.2.
The safety factor against buoyancy shall be at least 1.2 against the highest anticipated
water level.
6.6.3.
Stability calculations of ground supported tank foundation shall be in accordance with
API 650.
6.6.4.
In determining the safety factors, allowance shall be made for future removal of weights,
for example removal of soil.
Anchor Bolts
6.7.1.
Design, fabrication and installation of anchor bolts shall comply with SES B55-S01.
6.7.2.
Minimum size of anchor bolts for structures shall be 20mm.
Grouting
6.8.1.
6.9
NUMBER
Grouting for steel column and equipment base plates shall comply with SES B51-S03.
Buildings
6.9.1.
Buildings shall comply with SES B01-E03 and HCIS Directive SAF-03.
6.9.2.
Pre-Engineered Buildings shall comply with SES B02-S04.
Allowable Deflections
Deflection and drift limits shall be based on serviceability of interconnected, drift or deflection-sensitive
equipment, piping systems, and/or building systems and components supported by the structure or
building. Drift limits specified in this section are based on service level loads and should be evaluated
by the engineer of record for application in particular circumstances.
7.1.
Wind Drifts
7.1.1.
Allowable wind drifts shall be as shown in Table XIII.
Table XIII
Maximum Allowable Wind Drifts
BUILDINGS/ STRUCTURES
LATERAL DISPLACEMENT (1)
Pipe racks
H/100
Process structures
H/200
Occupied buildings
H/200
Un-reinforced masonry buildings
H/400
Pre-engineered metal buildings
H/80
Buildings with bridge cranes
H/200 or 50mm (whichever is less)
Notes:
(1)
H = Height of pipe rack, structure or building
Classification: General Business Use
Design Criteria for Concrete and
Steel Structures
7.2.
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Seismic Drifts
7.2.1.
7.3.
NUMBER
Allowable seismic drift limits shall be in accordance with ASCE 7-10.
Vertical Deflections
7.3.1.
The maximum allowable vertical deflection of beams supporting equipment/ piping shall
be as shown on Table XIV.
Table XIV
Maximum Allowable Vertical Deflection of Beams
SUPPORTED EQUIPMENT
ALLOWABLE
DEFLECTION (1)
Piping
L/300
Piping for pumps, compressors and
high temperature/ pressure piping
L/600
Equipment
L/400
Rotating and vibratory equipment
L/800 (2)
Notes:
(1) L represents the length of the beam
(2)
7.3.2.
Equipment manufacturer’s requirement shall be followed if more stringent.
The vertical deflection of the girders supporting cranes, monorail hoists and jib cranes shall
be as shown on Table XV.
Table XV
Maximum Allowable Vertical Deflection of Crane Girders
SUPPORTED EQUIPMENT
ALLOWABLE
VERTICAL
DEFLECTION (1), (2), (3)
Motor driven cranes
L/1000
Hand operated cranes
L/800
Infrequent, Light and Medium cranes (Classes A, B, C)
Monorails:
- Supported at both ends
- Cantilever
Jib cranes
L/600
L/800
L/450
L/225
Notes:
(1)
L represents the length of the beam
(2)
Allowable deflections shall consider maximum wheel load without impact
(3)
Allowable lateral deflections due to crane lateral loads shall be L/400
Classification: General Business Use
Design Criteria for Concrete and
Steel Structures
7.3.3.
8.
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DATE
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The maximum allowable deflection of the reinforced concrete members shall be as
specified in ACI 318M.
Existing Structures
8.1.
8.2.
Design Validation and Integrity Check of Existing Structure
8.1.1.
Design validation or integrity check of an existing structure shall be performed based on
the design code in effect at the time of original design.
8.1.2.
Actual loads can be used in lieu of the minimum specified loads.
Existing Structures Subject to Modification or New Load Conditions
8.2.1.
9.
NUMBER
Where the integrity of an existing structure is 100% of the original capacity, when
checked based on the design code in effect at the time of original design, structural
design shall be performed in accordance with the following:
a.
If additions or alterations to an existing structure do not increase the force in any
structural element or connection by more than 5%, no further analysis is required.
b.
If the increased forces on the element or connection are greater than 5%, then
entire structural system along with its connections and foundations shall be
analyzed to show that the structural system is in compliance with this SES and
referenced codes for new construction.
Revision History
Revision No.1,
Oct 2000
Revised ICBO UBC in section 2 and Paragraph 4.2.7.2. Revised table number
in Para 8.3.
Revision No.2,
Apr 2001
Revised section 5 to incorporate use of concrete and precast concrete.
Revision No.3,
Mar 2004
Updated.
Revision No.4,
Sep 2012
Major revision as per ASCE 7 and PIP STC01015. Wind, seismic data and
calculation methodology, Load combinations revised.
Revision No.5,
Sep 2016
Updated
: References
Incorporated : Addendum 1 and 2 of Rev:4
Restructured : Section 4 and 8
Revision No.6,
Jun 2018
Added
: Crane Loads and PGA (Peak Ground Acceleration)
Revised
: Basic Wind Speed and Load Combinations to suit ASCE 7-10
Impact Loads; Bunddle Pulling Load
Updated
: References
Incorporated : Addendum 1 of Rev:5
Updated
: Crane loads and vertical deflections
Classification: General Business Use
Design Criteria for Concrete and
Steel Structures
NUMBER
B01-E01
REV. NO.
8
DATE
MAR 2021
PAGE
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Added
Added
Revised
Revised
: A reference temperature for structural analysis
: High strength wide flange shapes are mandated
: Pipe test loads are linked to medium of the test
: Actual shape of ladder cage is qualified to be considered in
load calculations
Revision No.7,
Dec 2018
Updated
Added
Added
Updated
Changed
Changed
Changed
Refined
: References
: Partial Wind loading per ASCE SEI 34-14
: Load combination table general building and structures
: All load combination tables as per latest PIP release
: Safety factors for structural stability
: Friction Co-effs are refined as per PIP
: Thermal loads and thermal load factors
: Test loads combination requirements
Revision No.8,
Mar 2021
Changed
Added
Changed
: Wind Speed (Table II) based on SBC – 2018 revision
: Exposure Category for structure within shorelines
: Seismic Design Parameter (Table III) based on SBC – 2018
revision
: The site Class (Table III, Note 2) based on SBC – 2018
revision
: 6.2.4 – SABIC approval is added for the mixed use of the
structural material in the same plant.
: 4.5.5 – Site Class is updated to “C” for preliminary design
purposes.
Changed
Updated
Updated