OWNER
HAIFA NEGEV TECHNOLOGIES LTD
Contractor Job No
219625
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
H00
H00-CA-E-11600
Rev
sh. 1 of 51
S1
SPECIFICATION FOR DESIGN LOADS AND LOAD COMBINATIONS
S1
30-03-2021
Final Issue
R. RAVISANKAR N. P. PRADEEPA N. SAIPRASAD
A2
16-03-2021
Issued for Review
R. RAVISANKAR N. P. PRADEEPA N. SAIPRASAD
A1
19-02-2021
Issued for Review
R. RAVISANKAR N. P. PRADEEPA N. SAIPRASAD
Rev.
Date
Description
Prepared
Checked
Approved
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 2 of 51
S1
TABLE OF CONTENTS
1.
INTRODUCTION
PROJECT DETAILS
2.
2.2.1
2.2.2
2.3.1
2.3.2
2.3.3
GENERAL INFORMATION
SCOPE OF THE DOCUMENT
ABBREVIATIONS AND DEFINITIONS
Definitions
Abbreviations
REFERENCE DOCUMENTS
Codes
Reference Literature
Reference Project Documents
4
4
4
4
4
4
4
5
5
6
6
3.
UNITS OF MEASUREMENT
6
4.
PERMANENT LOADS
7
MATERIAL SELF WEIGHT (DL)
BUILDINGS PERMANENT LOAD (DB)
WEIGHT AND PRESSURE OF SOIL (DS)
PRESTRESSING LOADS (P)
DEAD LOAD ON ROOF (DD)
5.
5.1.1
5.1.2
5.1.3
5.1.4
5.1.5
5.1.6
5.1.7
5.2.1
5.2.2
5.2.3
5.2.4
5.2.5
5.2.6
5.3.1
5.3.2
5.3.3
6.
6.1.1
LIVE LOADS (L)
LIVE LOADS IMPOSED FOR AN EXTENDED TIME
Equipment, electrical & instrument cables and piping Loads (EE, EO)
Buildings defined Imposed loads due to equipment (BE)
Friction Loads (TLf)
Weight and pressure of water/ other materials (BP)
Vibrating Machinery Load (DYN)
Shrinkage and Creep of concrete (CS)
Differential settlings effects of Foundations (DS)
LIVE LOADS IMPOSED FOR A SHORT TIME
Equipment & piping Hydraulic test loads (ET)
Maintenance load (ML)
Occupancy Live Loads (LL)
Buildings live loads (BL)
Snow Load (S)
Thermal Loads (T)
LIVE LOADS IMPOSED FOR A VERY SHORT TIME
Wind load (W)
Impact and surge Loads (IL)
Construction load (CL)
RANDOM LOADS (A)
EARTHQUAKE LOADS (E)
Seismic force exerted by Soil
BLAST LOADS FOR BUILDINGS (B)
LOADS DUE TO FAILURE OF BEARING ELEMENT (C)
7
7
7
8
8
8
9
9
10
11
11
12
12
12
12
12
12
13
14
14
15
16
16
19
21
21
21
27
28
29
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
VEHICLE SHOCK LOADS (V)
7.
LOADS ON ROADS AND PAVING
LIGHT TRAFFIC CONCRETE PAVEMENT
HEAVY TRAFFIC CONCRETE PAVEMENT
8.
8.1.1
8.1.2
1.
2.
2.1.
2.2.
2.3.
2.4.
2.5.
LOAD COMBINATIONS
ULS LOAD COMBINATIONS
Steel structures
Concrete Structures
SLS LOADS COMBINATIONS
LIQUID RETAINING STRUCTURES
ANNEX 1
ANNEX 2
VERTICAL WALLS OF RECTANGULAR PLAN BUILDINGS
FLAT ROOFS
MONO PITCH ROOFS
DUO PITCH ROOFS
CANOPY ROOFS
Contractor Job No
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29
30
30
31
32
33
34
34
36
36
38
39
39
41
43
45
47
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 4 of 51
S1
1. INTRODUCTION
PROJECT DETAILS
HAIFA CHEMICALS AMMONIA PLANT Project intends to build an Anhydrous Ammonia Plant
having a nominal rated capacity of 300 MTPD based on 350 days of operation per year at End of
Run (EOR) plant catalyst condition. Haldor Topsoe is the Technology licensor for the Ammonia unit.
The Project includes also two 1500 MT (design two and erect only one) fully refrigerated ammonia
storage tanks with auxiliary equipment located on another plot at the same site.
Most of the Ammonia (70-75%) will be consumed continuously by the Nitric Acid production plants
on site. About 20-25% will be transported out of site by road tankers. Surplus ammonia will be
refrigerated and stored at atmospheric pressure.
The Ammonia Plant (AP) utilities will be integrated to the extent practicable with the existing utilities
infrastructure at Mishor Rotem
CONTRACTOR’s SOW includes Basic and Detail engineering, Procurement of materials,
Fabrication, Construction, Commissioning and Start-up of facilities at Haifa Chemicals site at Mishor
Rotem, Southern Negev, Israel
2. GENERAL INFORMATION
SCOPE OF THE DOCUMENT
This specification defines general criteria and methods of calculation of design loads and load
combinations for the design of civil works and structures for the HAIFA Chemical New Ammonia
Plant within the existing Haifa Chemicals site at Mishor Rotem, Southern Negev, Israel. This
specification is not applicable to Ammonia Storage Tanks.
ABBREVIATIONS AND DEFINITIONS
2.2.1
Definitions
PROJECT
OWNER
PMC
LICENSOR
CONTRACTOR
SUB CONTRACTOR
2.2.2
HAIFA CHEMICALS AMMONIA PLANT
HAIFA NEGEV TECHNOLOGIES LTD
ADYR CONSTRUCTIONS
HALDOR TOPSOE
SERVIZI ENERGIA ITALIA (SEI) – Saipem SPA
GALIL ENGINEERING
Abbreviations
Nil
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
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REFERENCE DOCUMENTS
The following documents are to be considered as integral part of this specification, as well as their
addenda and reference documents. Latest edition valid at date of contract award will have to be
considered. If local codes requirements are more stringent than the ones here specified, local codes
shall prevail
2.3.1
Codes
•
•
•
•
SI 109
SI 412
SI 413
SI 413 part 2
•
SI 413 part 2.1
•
SI 413 part 2.2
•
SI 413 part 2.3
•
SI 413 part 2.4
•
•
SI 414
SI 931 part 1
Weight of Materials and parts of Buildings
Loads on Structures: Characteristic Loads
Design provisions for earthquake resistance of buildings
Design provisions for earthquake resistance: Non-building
structures- general
Design provisions for earthquake resistance: steel storage racks
systems
Design provisions for earthquake resistance: Non-building
structures- tanks on the ground for liquid containing
Design provisions for earthquake resistance: Non building structures
– elevated tanks and vessels for liquids and gases
Design provisions for earthquake resistance: Non building structures
– Above ground pipelines in industrial facilities
Characteristic Loads on Buildings: Wind Loads
Fire resistance tests- Elements of building construction- General
requirements
For foundations and concrete structures:
•
•
•
•
•
•
SI 466 Part 1
SI 466 Part 2
SI 466 Part 3
SI 466 Part 4
SI 940
ACI 351.3R
Concrete Code: General Principles
Concrete Code: Reinforced and Unreinforced Concrete Structures
Concrete Code: Prestressed Concrete
Concrete Code: Precast Concrete Elements and Structures
Foundation for Buildings
Foundations for dynamic equipment.
Codes for steel structures:
•
•
•
•
•
•
•
SI 1225 Part 1:
SI 1225 Part 4:
SI 755:
SI 1142:
IS 14122 part 4:
IS 2279:
EN 10025
Steel Structure Code - general
Steel Structure Code: design for earthquake resistance
Finishing material (non-flammable)
Stairs railing
Fixed ladders
Resistance to slipping of the walking plane
Hot rolled products of non-alloys structural steel
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
Contractor Job No
219625
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
H00
H00-CA-E-11600
Rev
sh. 6 of 51
S1
Additional International Codes for the design of foundations for vibrating machinery:
•
•
BS CP 2012 Part1
ISO 10816
•
ISO 1940/1
2.3.2
Code of practice for foundations of machinery.
Mechanical vibration – Evaluation of machine vibration by
measurements on non – rotating parts
Mechanical vibration – Balance quality requirements of rigid rotors –
Determination of permissible residual unbalance
Reference Literature
D.D. Barkan
Dynamic of bases and foundations; Mc Graw Hill 1962
Richard –Hall -Woods
Vibrations of soils and foundations; Prentice Hall; 1970
J.E. Bowles
Foundation analysis and design; Mc Graw Hill; Fifth Ed.
ASCE Petroc. Committee
Wind loads for Petrochemical Facilities
ASCE Petroc. Committee
Design of Blast Resistant Buildings in Petrochemical Facilities
2.3.3
Reference Project Documents
Job Specifications:
i) Specification for design Criteria for concrete structure and
foundations
H00-CA-E-11001
ii) Specification for design Criteria for foundations for vibrating
machinery
H00-CA-E-11002
iii) Specification for design Criteria for steel Structures
H00-CA-E-11601
iv) Ammonia Plant – Rotem Plain Design Response Spectra
2020.09.15 1229
Ammonia Plant_PSHA-T_rev1
v) Basic Engineering Design Data (BEDD)
H00-ZA-E-09201
3. UNITS OF MEASUREMENT
The SI units will be used in design, in particular:
Length
m, mm
Mass
kg
Concentrated force, weight
N, kN
Linear distributed force
kN/m
Surface distributed force
kN/m2
Specific weight
kN/m3
Pressure, stress
N/mm2
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
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H00-CA-E-11600
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4. PERMANENT LOADS
The following loads shall be considered as permanent loadings in the loading combinations to be
considered for the design as specified in paragraph 8
Material Self Weight
Buildings
Weight and Pressure of SOIL
Prestressing forces
Dead Load on Roofs
(DL)
(BD)
(DS)
(P)
(DD)
MATERIAL SELF WEIGHT (DL)
This permanent load is the self-weight of structures and the weight of all materials permanently
fastened thereto or supported thereby, such as fireproofing, insulations and walkways
The specific gravity of materials shall be assumed according to SI 109; for soil and basic construction
materials, the following values shall be assumed, unless a more appropriate evaluation is made:
•
•
•
•
•
•
•
•
Density of soil
Density of reinforced concrete
Density of plain concrete
Density of structural steel
Handrail
Grating
Insulation
Roof
18.00 kN/m³
25.00 kN/m³
24.00 kN/m³
78.50 kN/m³
0.20 kN/m
0.33 kN/m²
Based on piping spec. kN/m³
Based on Vendor spec
BUILDINGS PERMANENT LOAD (DB)
In addition to the weight of the building structure determined by its nominal dimensions and bulk
densities, the load of partitions shall be considered as their actual weight. When the partitions’ weight
is not greater than 4.0kN/m, the load may be calculated as an alternative distributed load of:
-
0.75kN/m2
1.5 kN/m2
for partitions having a weight not greater than 2.0 kN/m
for partitions having a weight not greater than 4.0 kN/m
If the load of the floor is designed to bear a live load of 5.0 kN/m2 or greater, or partitions have a
weight not greater than 1.0 kN/m, there is no need to take into account the partitions weight.
WEIGHT AND PRESSURE OF SOIL (DS)
The weight of soil above foundations and the earth pressure on walls will be considered as
permanent loads determined as per SI 940.
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
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Calculations for walls will be carried out using the following coefficient formulae as applicable:
ϕ = (from the soil report)
angle of internal friction
Ka= tg2 (45-ϕ/2)
active pressure coefficient (for flat fill and vertical surface)
Kp = tg2 (45+ϕ/2)
passive pressure coefficient (for flat fill and vertical surface)
K0 =
at rest pressure coefficient for flat surfaces
0.5 for loose sand
0.45 for dense sand
0.6 for silt
0.7-1.0 for clay
For cantilever retaining walls earth pressure shall be evaluated adopting the active earth pressure
coefficient Ka.
For pits, concrete basins, and other buried structures, which can be considered as rigid structures,
the earth pressure coefficient K0 shall be considered.
From the Geotechnical report, ground water table is not encountered in the bore holes.
PRESTRESSING LOADS (P)
The prestressing force values shall be considered as permanent loads determined as per SI 466
Part 3.
DEAD LOAD ON ROOF (DD)
Light- weight Roofs shall be capable to carry an additional dead load of 0.5 kN/m, to simulate an
accumulated dust layer
5. LIVE LOADS (L)
The following loads shall be considered as variable loads in the loading combinations to be
considered for the design as specified in Section 8 of this document.
Live loads imposed for an extended time
•
•
•
•
•
•
Equipment/piping weight in Erection
Equipment/piping weight in Operation
Building Defined Imposed Load
Friction thermal load
Vibrating Machinery loads
Weight and pressure of water and other fluids
(EE)
(EO)
(BE)
(TLf)
(DYN)
(BP)
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
Contractor Job No
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
219625
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
•
•
Shrinkage and Creep of materials
Differential settlings effects of Foundations
H00
H00-CA-E-11600
Rev
sh. 9 of 51
S1
(CS)
(DS)
Live loads imposed for a short time
•
•
•
•
•
•
Occupancy Imposed Loads
Buildings Variable Imposed Loads
Snow Loads
Thermal loads due to site temperature variations
Maintenance Load
Equipment/piping weight in Test
(LL)
(BL)
(S)
(T)
(ML)
(ET)
Live loads imposed for a very short time
•
•
•
Wind Load
Impact and surge Loads
Construction Load
(W)
(IL)
(CL)
LIVE LOADS IMPOSED FOR AN EXTENDED TIME
5.1.1
Equipment, electrical & instrument cables and piping Loads (EE, EO)
Equipment/cables/piping erection (EE)
This load includes the weight of piping and equipment e.g., columns, vessels, exchangers, tanks in
its empty condition.
Unless otherwise stated by piping department, the process piping empty weight shall be assumed
as the 40% of the piping weight considered full of water.
During the erection stage, a load equal to the 10% of the operation weight can be assumed for the
self-weight of the empty cable trays.
Self-weight of equipment, pipes, cable trays etc. shall be considered as live load (and not as a dead
load).
Equipment/cables/piping operation (EO)
This load includes the weight of piping and equipment (comprising platforms and ladders attached
to the equipment itself, fireproofing, insulation etc), solids and fluids normally inside the
equipment/piping during operation
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
Contractor Job No
219625
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
H00
H00-CA-E-11600
Rev
sh. 10 of 51
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Unless otherwise stated by piping department, the weight of piping system on pipe racks may be
assumed equal to 1.5 kN/m2 for pipes not larger than 12” in diameter. The weight of larger diameter
pipes shall be specifically considered.
Unless otherwise stated, for cable trays weight shall be considered as follows.
For electrical trays
300mm wide tray = 100 kg/m per layer.
600mm wide tray = 150 kg/m for layer.
For Instrumentation trays
300mm wide tray = 90 kg/m per layer.
600mm wide tray = 170 kg/m for layer.
During detailed design, the piping loads and cable trays loads will be re- assessed by the piping
designer and the design will be modified if required.
5.1.2
Buildings defined Imposed loads due to equipment (BE)
For buildings consider the following Defined imposed Loads:
a) Control Room/Sub-station
Unless actual equipment (switchgears, cabinets, UPS, consoles and batteries) load is known, the
following loads shall be considered as a minimum for design:


main structure (beams, columns, and foundations)
- 6.00 kN/m² for vertical load evaluation
- 6.00 kN/m² for horizontal load (earthquake) evaluation.
such loads shall be uniformly distributed over the entire room occupied by equipment
concrete slab supporting the equipment
- 10.00 kN/m² uniformly distributed over the entire slab
However as soon as the actual applied loads are known (at a further stage of the project), floor
slabs shall be checked through to ensure that actual loads are not greater than the above
considered ones.
b) HVAC system
Actual load due to roof-mounted equipment for HVAC system shall be considered for all buildings.
However, if the actual loads are not available, the following loads shall be considered as uniformly
distributed over the HVAC equipment installation area:
-
5.00 kN/m² to evaluate vertical loads (IS 412 table 1 item 9.3)
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
5.1.3
Contractor Job No
219625
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5.00 kN/m² to evaluate horizontal loads (earthquake).
Friction Loads (TLf)
Friction Loads acting on structures and foundations are thermal loads caused by the
expansion/contraction of equipments or pipes. To calculate thermal loads caused by equipment and
pipes, the following friction coefficient f shall be used:
•
•
•
•
•
Teflon to Teflon
Teflon to stainless steel
Steel to steel
Steel to concrete
Concrete to soil
f = 0.08
f = 0.10
f = 0.30
f = 0.45
f = 0.4 unless otherwise stated in the “Geotechnical Report”
Unless otherwise stated by piping department, for pipe racks supporting multiple pipes (more than 3
pipes per layer) of diameters less than 12”, an average friction coefficient of 0.15 shall be considered
to estimate the longitudinal thermal friction load to be applied to local supporting beams only.
However, an estimated thermal friction loads equal to 5% of the total piping weight in both horizontal
directions shall be accumulated and carried into pipe rack struts, columns, braced anchor frames
and foundations.
Such thermal friction loads shall not be combined with random loads.
Friction loads include also pipe anchor and guide loads produced from thermal expansion and
internal pressure loads. Pipe anchor and guide loads only shall be combined with other random
loads, based on specific information provided by the piping designer.
Loads on special pipe supports (fix points, stoppers, guides etc.) on pipe racks and pipe supports
shall be considered based on the piping stress analysis. The value of these loads is generally known
only on the late stages of the design. The design of the pipe rack/ pipe support will be checked once
these loads are calculated by the piping designer and the design will be updated as required.
5.1.4
Weight and pressure of water/ other materials (BP)
This load includes ground water pressure or pressure of bulk materials acting against structures,
retaining walls and foundations.
Calculations for walls will be carried, as defined in 4.3. considering the appropriate densities and
internal friction coefficient as per material contained.
ϕ = (From the soil report)
K0 = 1-Sinϕ
Angle of internal friction
(At rest pressure coefficient)
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 12 of 51
S1
For cantilever retaining walls pressure shall be evaluated adopting the active earth pressure
coefficient Ka.
For pits, concrete basins and other buried structures, which can be considered as rigid structures,
the earth pressure coefficient at rest K0 shall be considered.
5.1.5
Vibrating Machinery Load (DYN)
Vibration loads are those forces and moments caused by rotating or reciprocating machinery such
as compressors, turbines, fan, blowers, and pumps.
The evaluation of such loads shall be done on the base of Manufacturer's documents and as
indicated in project specification H00-CA-E-11002.
5.1.6
Shrinkage and Creep of concrete (CS)
These effects shall be determined as per SI 466 part 1, App. B (Amendment 4), or EN-1992.
5.1.7
Differential settlings effects of Foundations (DS)
These effects shall be determined as per SI 940 taking into consideration the bedding module of the
soil and its variation in various zones of the structure. In determining the forces resulting from such
effects, stages of structure erection shall be taken into consideration.
LIVE LOADS IMPOSED FOR A SHORT TIME
5.2.1
Equipment & piping Hydraulic test loads (ET)
This test load is the weight of the equipment/piping including the weight of water necessary to
perform the hydraulic test.
5.2.2
Maintenance load (ML)
Maintenance loads are temporary forces due to dismantling, repair or painting of equipment.
Exchangers bundle pulling
Structures and foundations supporting heat exchangers shall be designed to withstand a longitudinal
force applied at the centroid of the tube bundle. Such force shall be supported by the fixed saddle
only, and it shall be equal to the weight of the bundle (50% of the bundle weight when using pulling
screws) or to 10 kN, whichever is bigger. In case of stacked exchangers, it shall be assumed that
the bundle pulling of exchangers shall not be contemporary.
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
5.2.3
Contractor Job No
219625
UNIT
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H00-CA-E-11600
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sh. 13 of 51
S1
Occupancy Live Loads (LL)
Live loads shall be the maximum loads expected by the intended use or occupancy and consists of
the following movable loads:
•
•
•
•
persons, portable machinery, tools and, for buildings, furniture, business machines and archive
materials.
materials temporarily stored during maintenance such as exchanger parts, pipes and fittings,
valves.
materials normally stored during operation such as tools, maintenance equipment, catalysts
and chemicals.
passing or staying vehicles, trucks, and operating machines.
Live loads shall be uniformly distributed over the horizontal projection of the specified areas and
have the minimum values specified SI 412, in particular or in addition to it for equipment structures
the following values shall be considered
•
•
•
•
•
•
•
•
•
•
•
Storage areas:
to be determined considering the intended use of the area,
but never less than
6.00 kN/m2 (2.00 kN/m2 in erection load
combinations)
Catwalks and landings
2.50 kN/m2 as per SI 412 Table 1 (S.No.13.1.1)
Operating and maintenance areas
5.00 kN/m2 as per SI 412 Table 1 (S.No.9.3)
Operating equipment platforms
5.00 kN/m2 as per SI 412 Table 1 (S.No.9.3)
Stairs, walks and access platforms
5.00 kN/m2 as per SI 412 Table 1 (S.No.13.5)
Ladders
1.5 kN (to be considered for local checks only)
as per SI 14122 Part 4
Handrails
0.75 kN/m (linear load) applied on the upper rail
in each direction (Mid rail shall be designed to support 70% of this load). There are infilling
panels as part of the handrail's structure, the linear load shall be combined with 50% of the
design wind forces as per SI 1142.
Flat roof or sloped up to 10%
1,5 kN/m2 as per SI 412 Table 1 (S.No.12.3)
Non accessible roof
(lightweight sloped roofs)
0.5 kN/m2
Roofs whose slope exceeds 10%
0.75 kN/m2
Roofs used for roofing footpaths
5.0 kN/m2 as per SI 412 Table 1 (S.No.12.4)
In addition to the uniformly distributed live loads, all beams forming part of the main framing system
or supporting major floors shall be designed for a concentrated live load of 10.0 kN at their mid-span
to allow for construction/erection loads and possible pipes and cable tray loads.
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 14 of 51
S1
The 10.0kN loads shall be considered for the individual beam design but will not be considered as
having cumulative effect for column foundation design.
For equipment supporting structures only, the following considerations on live loads apply:
- In maintenance and erection conditions, live loads specified in this paragraph acting on work and
on pedestrian areas shall be combined with the erection weight of the equipment and be applied to
a single storey at a time in the event of multi storey structures.
-In operating conditions, no reduction in live loads shall be considered for roof and floor:
5.2.4
Buildings live loads (BL)
For buildings consider the following live loads:
a) Offices for General Use
3.0 kN/m2
b) Offices with Fixed Computers
3.5 kN/m2
c) Analyzer Room
3.0 kN/m2 as per SI 412 Table 1 (S.No.8.1)
d) Control Room/Sub-station
•
offices and corridors
•
switchgears, cabinets, UPS, consoles and battery rooms:
3 kN/m2
- if equipment layout is known consider a uniformly distributed load of 3kN/m2 applied over the area
not covered by equipment
- otherwise consider a uniform distributed load of 15 kN/m2 applied over the entire equipment room
e) Access balconies to cabinet, UPS, console and switchboard room, shall be designed for a
uniformly distributed load of 10.00 kN/m² acting over the balcony area.
f) Stairs shall be designed assuming a live load of 5.00 kN/m².
5.2.5
Snow Load (S)
Snow load shall be evaluated according to SI 412 Section 4 assuming:





Characteristic snow load at ground level
S0 = 0.20 kN/m²
Exposure factor
Ce = 1.0
Type of Structure factor (roofs having a self-weight<1kN/m2 Cc = 1.2
Essential Structure factor
Ci = 1.0
μ as per SI 412 Annex A – refer to Annex 1 for common cases
Sr=S0*μ*Ce*Cc*Ci
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
5.2.6
Contractor Job No
219625
UNIT
Doc. No
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H00-CA-E-11600
Rev
sh. 15 of 51
S1
Thermal Loads (T)
Thermal loads are those forces caused by site temperature variations.
Expansion joint should be foreseen at a distance not longer than 40m in order to limit the effects of
temperature variations.
According to SI 412 Section 5.2 effects of thermal variations on structures will be accounted for
considering
the
following
values
for
∆T
as
per
Table
10
of
SI
412
(4) If the structure or part of it is not exposed to radiation, the differential temperature given in the table may be reduced,
for erection in the winter season, by 10°C.
(5) For the case of a dark exterior face (gray shade of bare concrete, etc), the differential temperature given in the table
shall be increased by 10°C
Since the season & length of erection/installation cannot be determined in advance with certainty.
The plant structures shall be designed for the two extreme cases of:
i) positive temperature change for the structure erected in winter, including the effect of solar
radiation
ii) negative temperature change for structure erected in summer.
a) Design thermal conditions for reinforced concrete structures
Design thermal expansion variation
∆T=50+10(5) =60°C
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
Contractor Job No
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
219625
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
H00
H00-CA-E-11600
Rev
sh. 16 of 51
S1
∆T=-20.0°C
Design thermal contraction variation
b) Design thermal conditions for steel structures
Design thermal expansion variation
Design thermal contraction variation
∆T=50+20=70.0°C
∆T=-20.0°C
The linear deformations due to the temperature variation shall be evaluated considering a thermal
expansion coefficient of:
1.2x10-5 °C-1
for steel structures
1.0x10-5 °C-1
for concrete structures
LIVE LOADS IMPOSED FOR A VERY SHORT TIME
5.3.1
Wind load (W)
The wind load shall be evaluated in accordance with IS 414, considering the following parameters:
Fundamental value of the basic wind velocity
Terrain category
vb,0 = 30 m/s
II
According to SI 414, the wind force acting on a structure or structural element of reference area Aref
is:
Wind load
Where:
directional factor
Season factor
Orography factor
Turbulence factor
Fw=qb*ce(z)*cs*cd*cf*Aref
qb=1/2*ρ∗vb2= vb2/1.6
vb=cdir*cseason*vb,0
ce(z)= cr2(z)*co2(z)*(1+7*Iv(z))
Iv(z)=kt/(co(z)*ln(z/z0))
cr=kr*ln(z/z0)
cf= force coefficient
cdir=1
cseason=1
co(z)=1
kt=1
Cs*Cd=1
For terrain category II
zo
zmin
kr
0.05
2
0.19
Hence:
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 17 of 51
z
cr
Iv(z)
qb*ce(z) (N/m2)
5
0,875
0,217
1085
10
1,007
0,189
1323
20
1,138
0,167
1580
30
1,215
0,156
1740
40
1,270
0,150
1857
50
1,312
0,145
1950
100
1,444
0,132
2253
S1
For horizontal vessels and exchangers, the projected area Aref to be considered in total wind
force calculation shall be increased to allow for platforms, insulation and piping. Surface increase
factors are shown in the following table:
Vessel Diameter (m)
Increase Factor
0.50 – 1.00
1.6
1.01 – 1.50
1.4
1.51 – 2.00
1.3
2.01 – 3.00
1.2
> 3.00
1.1
Spherical
1.1
For pipe racks in addition to the wind acting on the structure the action on pipe tracks shall be
evaluated considering (ref ASCE Petroc. Committee - Wind loads for Petrochemical Facilities):
a)
For wind blowing in the transversal direction, the wind load on piping shall be calculated
considering a piping tributary area as follows:
A = L (D +0.1W)
b)
For wind blowing in the longitudinal direction, the wind load on piping shall be calculated
considering a piping tributary area as follows:
A = L x0.05xW
Where
A = tributary area
L = pipe rack frame spacing
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
Contractor Job No
219625
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
H00
H00-CA-E-11600
Rev
sh. 18 of 51
S1
W = pipe rack width
D= max diameter as per information on Single line Drawings from piping ptm
For cable tray layer the same criteria adopted in a) and b) shall be followed substituting ‘D’ with ‘h’
(height of cable tray) and ‘W’ as width of cable trays instead of width of pipe-rack.
As minimum, the following force coefficients (cf) shall be used for the evaluation of wind load on
single elements:
•
•
•
•
•
structural steel profiles
cable trays
pipes
air coolers
concrete sections
1.8
1.8
0.8
1.4
1.8
On Piperack frames shielding factors shall not be applied to the leeward faces.
For determining Wind pressure on surfaces consider the following
Wind pressure acting on the external surfaces of a structure, we :
we = qb*ce(ze)* cpe
where:
ze is the reference height for the external pressure given in IS 414 (extract can be found in Annex 2)
cpe is the pressure coefficient for the external pressure, ref Annex 2 for common cases.
Wind pressure acting on the internal surfaces of a structure, wi , should be obtained from
wi = qb*ce(zi)* cpi
where:
zi is the reference height for the internal pressure given in IS 414 (extract can be found in Annex 2)
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 19 of 51
S1
cpi is the pressure coefficient for the internal pressure, ref Annex 2 for common cases.
The wind force, Fw acting on a structure or a structural element may be determined by vectorial
summation of the forces Fw,e, Fw,i and Ffr calculated from the external and internal pressures and the
frictional forces resulting from the friction of the wind parallel to the external surfaces, calculated
using the following Expression:
Ffr=qb*ce(z)*cfr*Afr
cfr is the friction coefficient (ref to values in below table for roof, walls and parapets)
Afr is the area of external surface parallel to the wind
5.3.2
Impact and surge Loads (IL)
Impact loads are forces caused by moving objects, such as bridge-cranes and monorails, on their
supporting structures, on their runways or where they place the lifted loads.
For structures supporting live loads, which induce impact, the design live loads shall be increased
for the impact effect.
The increase of loads due to impact shall be according to SI 412 table 11, and as a minimum the
following shall be considered:
Horizontal loads shall be taken from the manufacturer's documents, or, if not available, from SI 412,
section 5.6. The horizontal loads act simultaneously with the vertical loads.
The most unfavourable location of the loads with respect to the supporting system shall be
considered.
Dynamic amplification factors shall be taken from SI 412, section 5.6.
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
STRUCTURE
Bridge Crane
Runways
(Electrically
operated cranes)
LOAD
DIRECTION
a) Vertical
UNIT
Doc. No
Rev
sh. 20 of 51
STATIC LOAD
S1
DYNAMIC
INCREASE
b) Horizontal load applied at top of runway,
has a value = 15% of the vertical load
b) NA
c) Horizontal load applied at top of runway,
has a value = 10% of the maximum vertical
static loads of the crane wheels ie. 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 the 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 structures.
c) NA
a) Vertical
a) Maximum wheel load
b) Horizontal
Longitudinal
b) Load applied at top of runway= 15% of the
max vertical wheel load
a) 25% of max
wheel load
b) NA
a) Vertical
a) Maximum wheel load
b) Horizontal
Longitudinal
b) Horizontal Longitudinal load = 10% of lifted
load
c) Horizontal
Transversal
c) Horizontal Transversal load= 20% of lifted
load
b) Horizontal
Longitudinal
Elevators
Bridge Crane
Runways
(Manually
operated cranes)
H00
H00-CA-E-11600
a) 25% of max
wheel load
Transversal
Davits
(Electrically
operated)
219625
a) Maximum wheel load
c) Horizontal
Monorails runway
(Electrically
operated)
Contractor Job No
a) 25% of max
wheel load
b) NA
c) NA
100%.
a) Vertical
a) maximum wheel load
a) 10% of max
wheel load
b) Horizontal
Longitudinal
b) Load applied at top of runway= 15% of the
b) NA
vertical load
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
c) Horizontal
Transversal
Contractor Job No
219625
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c) loads resulting from motion and incline
S1
c) NA
forces=5% of the maximum vertical static
loads of the crane wheels ie. 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 the
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 structures.
Each of the horizontal loads is acting simultaneously with the vertical loads.
Piping surge loads shall be considered as impact loads in load combinations
5.3.3
Construction load (CL)
Construction loads are temporary forces due to: lifting, erection or installation of precast members,
structures, equipment.
6. RANDOM LOADS (A)
EARTHQUAKE LOADS (E)
The seismic load shall be defined in accordance with IS 413 considering the following PSHA spectra
for the Ammonia plant (Group I data. For Ammonia Storage Area, PSHA spectra (Group II) shall be
considered.
Ref: 2020.09.15 1229_Amonia Plant_PSHA-T_rev1(A. Shiran, 2020-09-08)
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 22 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
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sh. 23 of 51
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According to SI 413 Importance factor shall be considered in design as shown below:
i)
Spectra referring to 2% exceedance in 50 Years multiplied by an Importance Factor of 1.0
Class A & Class C structures:
All the plant's structure will be designed as class A structures.
PSHA spectra shall be used for seismic design as it is the governing case.
Ammonia Plan (Group I)t
T0=0.06s≤T≤0.32s
Sa=SDS=1.04g
0.32s<T≤TL=11s (IS 413 App h)
Sa=SD1/T=0.33g/T
Ammonia Storage Plant (Group II)
T0=0.04s≤T≤0.21s
Sa=SDS=1.05g
0.21s<T≤TL=11s (IS 413 App h)
Sa=SD1/T=0.22g/T
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
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H00-CA-E-11600
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sh. 24 of 51
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Total Horizontal FH and vertical FV resultant design loads are:
FH= Cd*W with Cd=Sa*I/K
FV= 2/3 FH
Where:
Cd= Seismic design factor
Sa= Design Spectral Response acceleration
I=1.0 or 1.4, as required by the code, considering the frequency of the design earthquake and the
structural category.
K = Force reduction Factor (see below tables for common cases)
W= total weight in force units=∑Wi with Wi total weight of Story “i”
Wi = Gi+kq*(Qi+Ai*qi)
M = Wi/g
Gi= characteristic dead load on story “i”
Qi=characteristic live load, concentrated or linear
qi=
characteristic distributed load over an area Ai
kq= live load frequency factor – to be applied to the reduced live loads as per par. 5.2.3 for multistory structures
M=seismic participating mass in a particular mode shape
g=9.81 m/s2
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
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H00-CA-E-11600
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sh. 25 of 51
S1
The effect of Wi (multiplied by the partial load factor γf=1 shall always be considered in seismic
calculations
Type of Structure
Frequency
Factor kq
Roofs with no access and for pipe racks top
elevation platform (1)
0
Dwellings, office buildings and operating floors
in process structures
0.2
Auditoriums, parking and maintenance floors in
process structures
0.3
Warehouses, libraries archives
0.5
Silo and reservoirs
1.0
(1) Ref to Clarification nr. 76 with HAIFA Chemicals during BIDDING STAGE “Definition of Kq factor for the different type of buildings/structures should follow the rational of actual
imposed load during an earthquake. As pipe racks are not occupied on a daily basis and access to
pipe racks is for maintenance only, we can assume Kq=0 as for roofs with no direct access (roofs
with no direct access usually include HVAC systems to be maintained and the access is possible for
maintenance technicians - same as pipe racks)”
For regular structures, the horizontal components of the seismic action shall be taken to act
independently in the two orthogonal directions.
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
Contractor Job No
219625
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
H00
H00-CA-E-11600
UNIT
Doc. No
PLANT LOCATION: ISRAEL
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sh. 26 of 51
S1
Force Reduction factors K for horizontal seismic action
Steel Structures and Pipe Racks (SI 1225 Part 4)
Moment resisting frames
LOW
ductility
MEDIUM
ductility
1.5
1.5
Frame with concentric bracings:
4
Diagonal bracings
1.5
4
2
4
V-bracings
Frame with eccentric bracings’
1.5
Reinforced concrete structures (table 5 SI 413)
LOW
ductility
MEDIUM
ductility
Moment resisting Frames
1.5
3.5
Braced frames
1.5
3
Shear walls and dual systems
1.5
3
Special Structures (Table 7 SI 413)
Reinforced Concrete chimneys and silos cast in situ with walls
starting from foundation level, cooling towers, signs, shelves in
warehouses
3.5
Chimneys and silos (not mentioned above). Vertical industrial
production facilities, bunkers, antenna towers (cantilevered or
anchored by cables), and all other self-supported structures not
mentioned
2.8
Tanks, water towers, cantilevered structures with concentrated
mass at their top, entertainment facilities and monuments
2
OTHER EQUIPMENT
Skirt Supported vertical Vessels (SI 413 part 2.3 table 2.1)
2
Horizontal saddle supported vessels and leg mounted vertical
(SI 413 part 2.3 table 2.1)
3
Steel tanks or fibre- reinforced plastic tanks, anchored (SI 413
part 2.2 table 3.2)-
3
Steel tanks or fibre- reinforced plastic tanks, un-anchored (SI
413 part 2.2 table 3.2)
2.5
Reinforced concrete tanks or pre- stressed concrete tanks, fixed
support (SI 413 part 2.2 table 3.2)
2
Reinforced concrete tanks or pre- stressed concrete tanks,
hinged non- sliding support (SI 413 part 2.2 table 3.2)
3
Other materials tanks (SI 413 part 2.2 table 3.2)
1,5
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
Contractor Job No
219625
H00
H00-CA-E-11600
UNIT
Doc. No
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Rev
sh. 27 of 51
S1
If the structure is non-regular in elevation the above listed K values should be reduced by 20 %
For matters not specifically addressed in Israeli Codes, ASCE “Guidelines for Seismic Evaluation
and Design of Petrochemical Facilities” shall be used as reference.
Seismic force exerted by liquids with free surface shall be evaluated according to IS413 part 2.2design provisions for earthquake resistance- non building structures- tanks on the ground for liquid
containing' or API 650 - Appendix E for circular steel tanks, and Housner’s theory for other retaining
structures, assuming the design response spectra set in API 650 - Appendix “E”.
6.1.1
Seismic force exerted by Soil
The thrust of soil against retaining structures shall also consider the effect of earthquake, as per
requirements of IS 413 Chapter F
In seismic design of retaining walls which are free to displace in the lateral direction (eg cantilever
walls, gravity walls etc), and the base of the wall is above the water table, the active force EAE is
determined as:
EAE=γ*H2*KAE/2
𝐾𝐾𝐴𝐴𝐴𝐴 =
𝑐𝑐𝑐𝑐𝑐𝑐 2 (ϕ − β − θ)
2
𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐 ∙ 𝑐𝑐𝑐𝑐𝑐𝑐 2 𝛽𝛽 ∙ cos(𝛿𝛿 + 𝛽𝛽 + 𝜃𝜃) ∙ �1 − �
SI 413, formula 85
sin(ϕ + 𝛿𝛿) ∙ sin(ϕ − 𝜃𝜃 − 𝑖𝑖)
�
cos(𝛿𝛿 + 𝛽𝛽 + 𝜃𝜃) ∙ cos(𝑖𝑖 − 𝛽𝛽)
θ=arctan kh
kh/PGA=0.86 (PGA/d)1/4≤1.5
2
SI 413, formula 86
SI 413, formula 87
SI 413, formula 88
Where
γ= unsaturated unit soil weight
H=height of retaining wall above its base
φ= soil internal friction angle
δ= friction angle between wall and soil backfill
β= retaining wall inclination relative to vertical axis
i=slope of soil behind retaining wall
KAE= active earth pressure coefficient on retaining wall under earthquake conditions
kh= Lateral seismic pressure coefficient
d=allowable horizontal displacement at the top of the retaining wall in cm = 2cm
PGA= Peak Ground Acceleration as per PSHA spectra
The passive force at the base of the retaining wall shall be determined as:
EPE=γ*Hp2*KPE/2
SI 413, formula 91
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𝐾𝐾𝑃𝑃𝑃𝑃 =
𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐 ∙
𝑐𝑐𝑐𝑐𝑐𝑐 2 𝛽𝛽
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𝑐𝑐𝑐𝑐𝑐𝑐 2 (ϕ + β − θ)
sin(ϕ + 𝛿𝛿) ∙ sin(ϕ − 𝜃𝜃 + 𝑖𝑖)
∙ cos(𝛿𝛿 − 𝛽𝛽 + 𝜃𝜃) ∙ �1 − �
�
cos(𝛿𝛿 − 𝛽𝛽 + 𝜃𝜃) ∙ cos(𝑖𝑖 + 𝛽𝛽)
2
2
SI 413, formula 92
θ=arctan kh
kh=1.5 PGA
SI 413, formula 87
SI 413, formula 88
Where
Hp= part of the retaining wall height, subjected to passive force.
The required weight of the wall in order to prevent sliding shall be determined as:
𝑊𝑊𝑊𝑊 = 1.1 ∙
cos(𝛿𝛿 + 𝛽𝛽) − sin(𝛿𝛿 + 𝛽𝛽) ∙ tan ϕ𝑏𝑏
tan ϕ𝑏𝑏 − tan 𝜑𝜑
SI 413, formula 90
Where:
1.1= Safety Factor against sliding, in the event of an earthquake
φ b= friction angle between the base of the retaining wall and the soil
E= maximum active force acting on the retaining wall and the soil
BLAST LOADS FOR BUILDINGS (B)
The design of buildings subjected to blast loadings shall be carried out in accordance with ASCE
manual “Design of Blast resistant Buildings in Petrochemical Facilities”.
The value of blast peak side-on overpressure and time duration shall be in accordance with
Preliminary building risk assessment.
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Below table summarizes preliminary values that shall be confirmed @ a later stage of the project:
Building
SSE
CCR / ADMIN
WORKSHOP
Side-on Overpressure (HOLD)
(bar-g)
0.35
0.14
0.14
(psig)
5
2
2
Positive phase
duration
(HOLD)
(ms)
100
100
100
LOADS DUE TO FAILURE OF BEARING ELEMENT (C)
For reinforced framed structures, provisions in IS 466 section 2.4 and Appendix A shall be complied
with to avoid chain collapse due to the collapse of a single element or few near elements, due to
explosion of a vessel, gas tank, explosion due to car hit, extreme natural force or sabotage.
SI 466 calls to install means to restrain or avoid the spreading of the damage beyond the damaged
area by structural continuity and ductility and avoiding sudden weakening of main elements. This
should be achieved by either:
•
•
•
Reinforcement of the structural system by adding lengthwise and crosswise reinforced
concrete element (in masonry walls)
Design of an alternative structural system
In case these options are not applicable- reinforcement of the structural elements.
Provisions for these means are detailed in SI 466 Appendix A. As an alternative, in case the details
are not applicable and there is no alternative structural system, the relevant components should be
designed to withstand a load of 34 kN/m2 at any direction (simulation of explosion of a domestic gas
container).
No requirement for avoiding chain collapse due to failure of a bearing element needs be considered
for steel structures.
VEHICLE SHOCK LOADS (V)
The columns of a structure, located close to a traffic lane and exposed to damage from motor
vehicles, shall be protected from possible impact as follows, unless it is proven by a calculation that
the structure will remain stable even without the column:
•
Columns exposed to the loads of forklifts shall be calculated for a horizontal design force of
impact of 40kN, applied at a height of 0.5m above the floor
•
On roads where the speed limit is limited to 60 Km/h, the column shall be calculated for a
horizontal design force of impact of 60kN, applied at a height of 1m above the ground next to
the column
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These requirements do not have to be considered when protective measures are taken in form of
fences and guardrails that prevent direct impact. Such fences and guardrails shall withstand the
above design loads.
7. LOADS ON ROADS AND PAVING
LIGHT TRAFFIC CONCRETE PAVEMENT
Concentrated loads on light traffic concrete pavement shall be those for a nominal loading of forklift
of 10 kN as stated in table 13 (SI 412).
Same design loads apply for reinforced concrete covers for pits and trenches located in light traffic
concrete paved areas
Considering the above design loads for light traffic concrete paving, a minimum surcharge load of
12,5 kN/m2 on the soil shall be considered for structures below grade and for walls of retaining
structures.
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HEAVY TRAFFIC CONCRETE PAVEMENT
Design load on Heavy traffic pavement, erection and lay down areas according to SI 412 table 12
for 600 kN vehicle (Vehicle Type 3) as per following SI 412 table 12
Design loads for bridges, culverts, trench covers and underground elements in heavy traffic areas
according to IS1227, load type HB:
1000kN vehicle with 4 axles
4 wheels per axle
Wheel contact area
250kN/axle
250/4kN=62.5 kN/wheel
0,3mx0,3m or DIA 0,34m
The surcharge on soil in vicinity to roads, areas for major assembly work and lay down areas shall
be 20 kN/m2 if not otherwise stated on relevant design drawings.
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8. LOAD COMBINATIONS
Design loads shall be combined in accordance with SI 466 for concrete structures (ref to par. 8.1.2)
and SI 1225 for steel structures (ref to par.8.1.1), considering the concurrent actions to be considered
in load combinations for erection, testing, operation, and maintenance conditions as per below table
(ULS=Ultimate Limit State, SLS=Serviceability Limit State, RANDOM=Random Limitation State). If
local codes requirements are more stringent than the ones here specified, local codes shall prevail
Load Condition
Erection
Test
Operation
Maintenance
Check
ULS
ULS
ULS &
SLS
RANDOM
ULS
Permanent Load
Structural self-weight
(DL)
X
X
X
X
X
Buildings Permanent Self weight
(DB)
X
X
X
X
X
Weight and pressure of soil
(DS)
X
X
X
X
X
Prestressing Forces
(DP)
X
X
X
X
X
(EE)
X
Live Loads-extended time
Equipment/cables/piping erection
weight
Equipment/cables/piping operating
weight
X
(EO)
X
X
X
X
X
X (7)
X
X
(DYN)
X
X
Shrinkage & creep
(CS)
X
Differential settlings
(DS)
Buildings defined Imposed
(EB)
Friction Loads
(TLf)
Weight and pressure of water/other
fluids
(BP)
Vibrating machinery loads
X
X
X
X
X
X
X
X
Live Loads-short time
Equipment/piping test weight
(ET)
X (6)
Superimposed live load
(LL)
X
X
X (9)
X (2)
Buildings live load
(BL)
X
X
X (9)
X
X
X
X
X
Thermal Loads - site
(T)
Snow Load
(S)
Maintenance load
X
X (3)
(ML)
X (5)
Live Loads-very short time
Wind load
(W)
Impact load
(IL)
Construction Load
(CL)
X
X (4)
X
X
X (4)
X
X
X
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Random Loads
Earthquake Load
(E)
X (11)
Blast load
(B)
X
Failure of bearing element
(C)
X
Vehicle Shock load
(V)
X
(1) Consider self-weight of the empty cable tray (i.e., without cables)
(2) Not to be combined with tube bundle extraction load
(3) As alternative to the superimposed live load (LL) on roofing
(4) Wind load can be reduced to 25% in hydrotest and maintenance conditions
(5) Tube bundle extraction load shall not be considered in combination with wind load
(6) In a structure where air-coolers, exchangers and several pressure vessels are installed, the air-coolers,
exchangers and one pressure vessel only shall be considered together in hydrotest condition.
(7) On pipe racks only one pipe at a time shall be considered in hydrotest.
(8) Only the loads due to anchor and guides shall be considered acting when combined with earthquake
(9) In Load combinations where Random Loads are considered, ONE random load at the time shall be
considered for each load combination
(10)When considered jointly with the earthquake loads, the superimposed load acting on the structure can be
reduced as per Frequency Factor kq
(11)Earthquake load shall be considered in both the direction as follows where X and Z is in horizontal direction
and Y in vertical direction
•
•
•
+/- X +/- 0.3Y +/- 0.3Z
+/- 0.3X +/- Y +/- 0.3Z
+/- 0.3X +/- 0.3Y +/- Z
ULS LOAD COMBINATIONS
ULS Load Combinations represent the state of the structure under conditions of constant and
variable loading
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8.1.1
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Steel structures
Partial Safety Factors for Ultimate Limit State according to SI 1225 Table 7
(b)Live
Load
Combination(a)
Permanent
Loads (ref
par 4)
Loads
including snow
(ref par 5
excluded 5.3.1,
5.3.2,5.2.6,5.1.7)
Wind (ref
par 5.3.1)
Crane (ref
par. 5.3.2)
Temperature
variations
(ref. par
5.2.6)
Imposed
Differential
settlements
(ref par
5.1.7)
Earth
quake
max
min
max
min
max
min
max
min
max
min
max
min
Permanent + live
1.4
1.0
1.6
0.0
-
-
1.6c
0.0c
-
-
-
-
-
Permanent + wind
1.4
1.0
-
-
1.4
-
-
-
-
-
-
-
-
Permanent + live + wind
+Temperature Variation
+ differential
settlements
1.25
1.0
1.25
0.0
1.25
0.0
1.25
0.0
1.25
0.0
1.25
0.0
Permanent + live
+Temperature Variation
+ differential
settlements + Random
1.0
1.0
(d)
(d)
-
-
1.0
0.0
1.0
0.0
1.0
0.0
1.0
NOTES
a)
The minimum values should be taken when the force reduction causes increase of the reaction. Load shall be considered
as acting at the same time when the reaction in the component is increased
b)
Liquid pressure is considered as live load with gfmax=1.4, gfmin=0.0
c)
For vertical or horizontal force only. When vertical AND horizontal forces are acting at the same time, gfmax=1.4
d)
Frequency Factor Kq according to SI 413 table 8
8.1.2
Concrete Structures
Partial Safety Factors for Ultimate Limit State according to SI 466 Part 1 Table 2.1 & 2.2
Table 2.1- Mandatory load combinations and partial safety factors for concrete structures at ULS (a)
Load
Combination
NR
Load Combination
Partial Safety Factors for Ultimate Limit State
1
Permanent + live (maximum)
1.4
1.6
-
-
2(b)
Permanent + live (minimum,)
1.2
0
-
-
3
Permanent + wind (maximum)
1.4
-
1.4
-
4
Permanent + wind (minimum)
1.2
-
1.2
-
Permanent
Live
Wind
Earthquake
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Load
Combination
NR
Load Combination
5
Permanent + live + wind
6
Permanent + live + wind
(residential Buildings)
7
Permanent + live + earthquake
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Partial Safety Factors for Ultimate Limit State
Permanent
1.4
Live
Wind
1.4
0.6
Earthquake
-
Not applicable to Haifa Plant
1.00
kq
-
1.0
NOTES
(a)
Load combinations and partial safety factors at this table are mandatory as minimum values.
(b)
At a single span with cantilever, the safety factor for dead load in combination 2 will be 1.00 instead of 1.2
(c)
Values of kq for different structures are listed in SI 413
Kq = 0 for roofs with no access.
Kq = 0.2 Residential buildings and office buildings
Kq = 0.3 Auditoriums and parking areas
Kq = 0.5 Storage, libraries, and archives
Kq = 1.0 silos and tanks
Table 2.2-Recommended additional load combinations and partial safety factors for concrete
structures at ULS (a)
Load
Combination
NR
Load Combination
11
Partial Safety Factors for Ultimate Limit State
Permanent(d)
Live(b)(c)
Wind
Snow
Crane
Permanent + live + wind (Nonresidential
Buildings)
1.4
1.2 ψ
1.2
-
-
12(b)
Permanent + live + wind (dominant) +snow
1.4
1.2 ψ
1.2
0.6
-
13
Permanent + live + wind +snow (dominant)
1.4
1.2 ψ
0.6
1.2
-
14
Permanent + live (dominant) +crane
1.4
1.4
-
1.0
15
Permanent + live +crane (dominant)
1.4
1.0
-
1.2
16
Permanent + live +wind +crane (dominant)
1.4
0.6
-
1.2
17
Permanent + live +wind (dominant) +crane
1.40
1.2
-
1.0
NOTES
(a)
Load combinations and partial safety factors at this table are recommended only.
(b)
Whenever the influence of the live load reduce the reaction- this load should not be considered
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Liquid pressure on walls and floors will be considered as a live load with partial safety factor of 1.4, when considering the
operational level of the liquid. When considering the maximum possible level of the liquid, the value shall be 1.25.
(d)
The value of the partial safety factor for lateral earth pressure at ULS shall be 1.4
SI 466 table 2.3- Minimum frequency factor for live variable loads
LOAD
Frequency Factor ψ
Live load on:
1
2
3
4
5
6
7
8
Non accessible roofs
Residential Building, hotel offices,
Control room Building and
Electrical Substation
Public Buildings, auditoriums,
industrial buildings, car parking,
garages, massive roofs
Parking for heavy vehicles,
balconies and Warehouses
Education
buildings,
shops,
staircases
0.0
Tanks, silos
Wind,
snow,
temperature
variation
Other secondary load except of
live load
1.0
0.3
0.5
0.6
0.6
0.0
0.5
SLS LOADS COMBINATIONS
For serviceability limit states (i.e., deflection check and crack width check), for structure stability, soil
pressure check and pile load analysis the load factors shall be considered equal to 1.00 for all loads.
LIQUID RETAINING STRUCTURES
Liquid retaining structures have to be designed for the relevant load combinations in the following
conditions:

erection/maintenance condition: Empty basin, earth pressure and ground water pressure acting,
other applicable loads (e.g., live, equipment loads etc.) acting.

test condition: Basin full of water, earth pressure and ground water pressure not acting, other
applicable loads acting (e.g. live, equipment loads etc.).
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operation condition: Basin with liquid at operation level, earth pressure and ground water
pressure acting, other applicable loads acting (e.g., live, equipment loads etc.).
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1. ANNEX 1
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2. ANNEX 2
Extracts from EC 1991 1-4- same as SI 414
2.1. VERTICAL WALLS OF RECTANGULAR PLAN BUILDINGS
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PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 41 of 51
S1
2.2. FLAT ROOFS
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 42 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 43 of 51
S1
2.3. MONO PITCH ROOFS
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 44 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 45 of 51
S1
2.4. DUO PITCH ROOFS
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 46 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 47 of 51
S1
2.5. CANOPY ROOFS
A canopy roof is defined as the roof of a structure that does not have permanent walls
The degree of blockage under a canopy roof is shown in Figure 7.15. It depends on the blockage ϕ,
which is the ratio of the area of feasible, actual obstructions under the canopy divided by the crosssectional area under the canopy, both areas being normal to the wind direction.
NOTE: ϕ = 0 represents an empty canopy, and ϕ = 1 represents the canopy fully blocked with
contents to the downwind eaves only (this is not a closed building).
The overall force coefficients, cf, and net pressure coefficients cp,net, given in Tables 7.6 & 7.7 for ϕ
= 0 and ϕ = 1 take account of the combined effect of wind acting on both the upper and lower surfaces
of the canopies for all wind directions. Intermediate values may be found by linear interpolation.
Downwind of the position of maximum blockage, cp,net values for ϕ = 0 should be used
The overall force coefficient represents the resulting force. The net pressure coefficient represents
the maximum local pressure for all wind directions. It should be used in the design of roofing
elements and fixings.
For a mono pitch canopy (Table 7.6) the center of pressure should be taken at d/4 from the
windward edge (d = along wind dimension, Figure 7.16).
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 48 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 49 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 50 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
OWNER
HAIFA NEGEV TECHNOLOGIES LTD
PLANT LOCATION: ISRAEL
PROJECT: HAIFA CHEMICALS AMMONIA
PLANT
SPECIFICATION FOR DESIGN LOADS
AND LOAD COMBINATIONS
Contractor Job No
219625
UNIT
Doc. No
H00
H00-CA-E-11600
Rev
sh. 51 of 51
S1
This document is prepared by SEI-Saipem SPA. for HAIFA Negev Technologies Ltd. It contains proprietary and confidential information
of Saipem and/or of the Technologies Licensors who will safeguard their rights according to the civil and criminal provisions of the law. It
shall neither be disclosed to third parties nor used for purposes other than those for which it has been disclosed.
PLANT LOCATION : ISRAEL
PROJECT : HAIFA CHEMICALS AMMONIA PLANT
Project Job No. : 219625
COMMENT RESOLUTION SHEET
ACTION BY
COMPANY
Doc Date
23.02.21
Client Doc No.
xxxxxxxxxxxxxxx
Drawing / Document Number, Title and Revision:
Doc. No.:
H00-CA-E-11600
Rev. No. :
A1
19.02.2021
Rev. Date:
Title:
ACTION BY
CONTRACTOR
FINAL AGREEMENT
Document STATUS
code
by COMPANY
CODE R
SPECIFICATION FOR DESIGN LOADS AND LOAD COMBINATIONS
PROJECT
MANAGEMENT
Discipline:
COMPANY
Originator
NAME
CONTRACTOR
position
Please provide Job Specification referenced
ADYR
Agreed
12
Please provide the related project specification
ADYR
13
For all imposed loads of all kinds, please mention in the
Specification for Design the reference for the values presented.
For example: SI 412, Table-1, No. 2.1
A1
CONTRACTOR
Action
NAME
COMPANY POSITION
B. Noted. No modification required, clarification Reference documents/drawings listed in Clause
follows.
2.3.3. will be provided
N.Saiprasad
Agreed
Closed
Agreed
B. Noted. No modification required, clarification Reference documents listed in Clause 5.1.5 will be
follows.
provided
N.Saiprasad
Agreed
Closed
ADYR
Agreed
A. Noted. Comment will be implemented.
Minimum SI 412 requirement verified, however
conservative values are used where SI codal value
is less than the specified value.
N.Saiprasad
Agreed
Closed
the clause relates only to Spectrum I. EPC should refer also to
Spectrum II which is relevant for the Ammonia Storage Tank
area.
AS
Agreed
A. Noted. Comment will be implemented.
N.Saiprasad
Agreed
Closed
A1
It is specified that in accordance with IS 413 not only a
specterum of 2% should be examined for fifty years but also a
spectrum of 10% for fifty multiplied by a coefficient of 1.4.
Such load case is not necessary and Owner recomends to check
again with local Engineering company.
AS
Agreed
A. Noted. Comment will be implemented.
N.Saiprasad
Agreed
Closed
A1
EPC selected a PGA value, driven from IS 413 formula for active
ground forces during earthquake (according to the standard map
for Mishor Rotem) with a probability of 10% for 50 years gives
Z=0.12. This is a non-conservative approach for two reasons:
(1) In the case of soil stability calculations related to CLASS A
structures, Z value shall correspond to a return period of 2% 50
years.
sleep.
(2) According to IS 413 the PGA value in use, should at ground
surface and not the Z value defined by the site response.
AS
Agreed
A. Noted. Comment will be implemented.
N.Saiprasad
Agreed
Closed
A1
Load combination specified - EPC should include a sub clause for
EQ load and specify the combinations given in clause 302.0 in IS
413 as follow:
- X + 0.3Y + 0.3Z
- 0.3X + Y + 0.3Z
- 0.3X + 0.3Y + Z
AS
Agreed
A. Noted. Comment will be implemented.
N.Saiprasad
Agreed
Closed
CP No.
Rev.
Page number
2.3.3
A1
6
5.1.5
A1
5.2
A1
6.1
6.1
6.1.1
08
File: H00-CA-E-11600-A2_CRS
COMPANY Comments Description
Comment Action
Confirmation / Explanation
As per TQ response from Client (TQ no. H00-SEIHCL-TQ-00001) 10% in 50y requirement need not
be considered
COMPANY REPLY
STATUS
Page 1/1