STANDARDS PUBLICATION
KOC STANDARD FOR BASIC CIVIL ENGINEERING DESIGN DATA DOC. NO. KOC-C-001(Rev.2)
STANDARDS TEAM
DOC. NO. KOC-C-001
Page 1 of 48
REV. 2
STANDARDS PUBLICATION
KOC STANDARD FOR BASIC CIVIL ENGINEERING DESIGN DATA DOC. NO. KOC-C-001
STANDARDS TEAM
DOC. NO. KOC-C-001
Page 1 of 48
REV. 2
STANDARDS PUBLICATION
KOC STANDARD FOR BASIC CIVIL ENGINEERING DESIGN DATA DOC. NO. KOC-C-001
STANDARDS TEAM
DOC. NO. KOC-C-001
Page 3 of 48
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TABLE OF CONTENTS Page No. FOREWARD
6
1.0
SCOPE
8
2.0
APPLICATION
8
3.0
TERMINOLOGY 3.1 Definitions 3.2 Abbreviations Abbreviations
8 8 9
4.0
REFERENCE CODES AND STANDARDS
10
4.1 4.2
10 10
Conflicts List of Standards and Codes
5.0
ENVIRONMENTAL ENVIRONMENTAL CONDITIONS
14
6.0
HEALTH, SAFETY AND ENVIRONMENT ENVIRON MENT
14
7.0
BASIC ENGINEERING INFORMATION
14
7.1 7.2 7.3 7.4
14 15 15 15
8.0
9.0
Topography Climatic Conditions Soil Parameters Earthworks and Site Drainage
DESIGN LOADS
16
8.1 8.2 8.3 8.4 8.5 8.6 8.7 8.8 8.9 8.10 8.11 8.12 8.13 8.14 8.15 8.16
16 17 17 18 19 21 22 22 23 23 24 24 24 25 25 25
Dead Loads Live Loads Impact Loads Wind Loads Dynamic Loads Pipeway Loads Friction Loads Bundle Pull-out Loads (For Heat Exchangers) Thermal Loads Vehicular (Moving) Loads Fire Loads Unusual Loads Seismic Load Earth / Hydrostatic Hydrostatic Load Differential Settlement Blast Load
DESIGN REQUIREMENTS
25
9.1 9.2
25 27
Load Combinations Stability Ratios Against Overturning, Sliding & Uplift
DOC. NO. KOC-C-001
9.3 9.4 9.5 9.6 9.7 9.8 9.9 10.0
Page 4 of 48
Contact Pressure Under Base Plates Deflection Limits Vibration Limits Noise Limits Corrosion Limits Module Sea Transportation Fire Rating
REV. 2
28 28 30 31 31 33 33
MATERIALS
34
10.1 10.2 10.3 10.4 10.5 10.6 10.7 10.8 10.9 10.10 10.11 10.12
34 35 36 36 37 37 38 38 38 38 38 39
Structural Concrete Reinforcement Anchor Bolts Structural Steel Structural Bolts Aluminium Timber Handrail Welding Grating Floor Plate Embedded Items
11.0
QUALITY ASSURANCE
39
12.0
DOCUMENTATION
39
12.1
39
13.0
General
APPENDIX-1 (SOIL PARAMETERS)
40
Table - 1: Presumed Soil Parameters
40
Table - 2: Relative Density & Consistency of Soils
41
14.0
APPENDIX- 2 (DEAD LOADS FOR MATERIALS & BUILDING COMPONENTS)
42
15.0
Table - 1: Minimum Design Dead Loads for Materials Table - 2: Minimum Design Dead Loads for Building Components APPENDIX-3 (LIVE LOADS ON FLOOR & ROOF)
42 44 45
Table - 1: Minimum Live Loads on Floor Table - 2: Minimum Live Loads on Roof
45 46
ACKNOWLEDGEMENT
47
DOC. NO. KOC-C-001
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Major Changes in this Revision (Rev.2) Sl. No
Clause No.
Changes
1
Foreword Foreword updated.
2
1.0 & 2.0
3
3.0
4
4.0 & 6.0
Clauses 1.0 & 2.0 are updated. Sub-Clauses 3.11 to 3.1.3 & 3.2 are updated. New Clauses 3.1.8 to 3.1.10 are added Sub-Clauses 4.1 & 4.2 are updated. Clause 6.0 is updated.
7.0
Sub-Clauses 7.1.2, 7.1.3 & 7.1.4 are updated. Original old Clauses 7.3 & 7.4 are deleted and Clause 7.5 is renumbered as 7.3. New SubClauses 7.3.5 to 7.3.8 are added. New Clause 7.4 is added.
8.0
Sub-Clauses 8.1.1, 8.1.2b, 8.1.2c, 8.2.4 & 8.3.1 are updated. SubClause 8.3.3 is added. Original clause 8.4 is completely revised. SubClause 8.5.1 is updated and New sub-Clauses 8.5.3 to 8.5.7 are added. Sub-Clauses 8.7.1, 8.7.2, 8.9.1 and 8.10.1 are updated and New sub-Clauses 8.9.4 to 8.9.6 are added. Original sub-Clause 8.11.2 & original Table-III are deleted. New Clauses 8.13 to 8.16 are added.
9.0
Original clause 9.1 is completely revised.& new Table-5 is added. SubClause 9.2.1 (Table-6 at Sl No.1 & 2), 9.2.3 are updated and New subClauses 9.2.4 to 9.2.6 are added. Sub-Clauses 9.4.2 (Table-7 at Sl. Nos. 8 & 9) are added. Sub-Clause 9.5.2 (Table-9 at Sl No.1) is updated & Sub-Clause 9.5.3 is added. Original Sub-clauses 9.7.3 & 9.9.1 (Table-XI) are completely revised. Original Table-XI renamed as Table-13. Claue 9.6.1 is updated
8
10.0
Original Sub-clause 10.2.1 (Table-XIII) is completely revised. Original Table-XIII renamed as Table-15. Sub-Clauses 10.3.1, 10.3.2, 10.4.1, 10.4.2, 10.5.1 to 10.5.4, 10.6.1 10.6.2 are updated. New Clauses 10.3.3, 10.4.3, 10.5.5 & 10.5.6 are added. Clause 10.7 is updated & New Clauses 10.8 to 10.12 are added.
9
11.0
Clause 11.0 is updated.
10
12.0
Sub-clause 12.1.4 is updated.
11
15.0
Clause 15.0 (Appendix-3, Table-1 at Sl. Nos.2f,2g,2h,2i & 4h, 4i) are added
12
16.0
Original clause 16.0, Appendix-IV (Table-I to Table-VII) are deleted.
5
6
7
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FOREWORD I 2 I This document “KOC Standard for Basic Civil Engineering Design Data (Rev.2)” is intended to describe the minimum requirements for the design of permanent and temporary Civil / Structural works at the new and existing KOC facilities in Kuwait. The earlier document KOC-C-001 Rev.1, issued in July’ 1998 has been revised for conformance with the latest revisions of relevant International / National Standards. This Standard has been approved by the Standards Team in consultation with the Standards Technical Committee (STC) for use throughout the Corporate Engineering and Operational functions of Kuwait Oil Company (K.S.C). This Standard sets out to achieve the following objectives:a)
To provide series of useful technical information in the form of Civil / Structural design data for the design of buildings and structures including equipment foundations.
b)
To establish design criteria pertaining to allowable limits of various design aspects (stability, deflection, vibration, noise, corrosion, fire resistance etc.) of building components, structures and equipment.
c)
To assist the Designers by giving an access to the documented engineering information with a view to optimizing their design efforts and productivity.
d)
To provide general technical guidance for developing project specifications in order to achieve quality, reliability, safety and efficiency in economical manner.
e)
To set out clear requirements to monitor compliance with a contract.
Feedback as well as any comments or suggestions derived from the application of this Standard at any stage of design, construction, installation, maintenance and field experiences are encouraged and should be directed to: Team Leader Standards (Chairman, Standards Technical Committee) Project Support Services Group, K.O.C. P.O.Box-9758, Ahmadi - 61008 State of Kuwait
DOC. NO. KOC-C-001
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Task Force Responsible for the Revision of this Standard I 2 I The revision of this Standard was entrusted by the Standards Technical Committee to the Task Force (TF-C/20) comprising of the following members:Mr. Narayan Roy
Standards Team
TF Leader
Tel. 61469
Mr. Gopal Murti
OTS(WK) Team
Member
Tel. 20343
Mr. M.Javaid Masood
Project Mgt.(NK) Team
Member
Tel. 23931
Mr. Nataraj Ramaswami
Technical Expertise Team
Member
Tel. 61381
Mr. Mukesh Kumar Mittal
Fire Team
Member
Tel. 66048
Mr. Anil Kumar
Fire Team
Member
Tel. 67527
Mr. Javed Ahmad
General Projects Team
Member
Tel. 71430
Dr. Waleed Hindi
PMC - Flour
Member
Tel. 61852
Mr. Farahbakhsh Behnam
PMC - Amec
Member
Tel. 63574
Mr. Omar Warrich
PMC - Worley Parsons
Member
Tel. 63158
DOC. NO. KOC-C-001
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1.0
SCOPE I 2 I
1.1
This Standard specifies the basic requirements for the design of permanent and temporary Civil / Structural works at the new and existing KOC facilities in Kuwait.
1.2
This Standard is intended to cover the basic data and technical information required for the design of Civil / Structural Works.
2.0
APPLICATION I 2 I
2.1
The basic Civil / Structural data and design parameters applicable for design of any Civil / Structural works (onshore) shall conform to the requirements of this Standard and the reference standards / codes mentioned herein.
2.2
Any exceptions or deviations from this Standard, along with their merits and justifications, shall be brought to the attention of KOC’s Controlling Team for their review, consideration and amendment by Standards Team (if required).
2.3
Compliance with this KOC Standard does not of itself confer immunity from legal or statutory obligations.
3.0
TERMINOLOGY
3.1
Definitions For the purposes of this Standard, the following definitions apply.
3.1.1 Designer I 2 I Person or persons from KOC or from Consultant / Contractor approved by KOC, who undertakes design responsibility of the Civil / Structural works in KOC. 3.1.2 Contractor I 2 I The person or persons, firm or Company contracted by KOC to undertake the execution of the Work defined by the Contract. 3.1.3 Dead Load I 2 I Dead load is defined as the weight of all permanent load bearing and non-load bearing elements including walls, foundations, floors, roofs, ceilings, fixed partitions, finishes, stairways, fixed services equipment and all other permanent construction. For heavy industrial work, dead load include equipment, vessels including internals, pipes, valves, and accessories, electrical and lighting conduits, switchgear, instrumentation, fireproofing, insulation, ladders, platforms and other similar items. The gravity weight of soil overburden shall be considered as dead load. 3.1.4 Live Load The load assumed to be produced by the intended occupancy or use, including the weight of movable partitions, distributed, concentrated, impact, inertia loads, but excluding environmental loads such as wind load, rain load, seismic load, or dead load.
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3.1.5 Wind Load The load due to the effect of wind pressure or suction on building, structure and equipment. 3.1.6 Basic Wind Speed The basic wind speed (Vb) is the 3-second gust speed estimated to be exceeded on the average once in 50 years mean recurrence interval with an annual probability of 0.02 and at 10 metre (33 feet) height above ground in an open, flat terrain (with scattered obstructions having heights generally less than 10 m) and grasslands. 3.1.7 Seismic Load The load generated by the horizontal / vertical mass movement of building, tall structure and heavy equipment due to the effect of seismic induced ground motion. 3.1.8 Fire Load I 2 I The total energy content of combustible materials in a building, space, or area including furnishing and contents and combustible building elements expressed in MJ. 3.1.9 Temporary Works I 2 I Parts of the works that allow or enable construction of, protect, support or provide access to, the permanent works and which might or might not remain in place at the completion of the works 3.1.10 Permanent Works I 2 I “Permanent works” means permanent works to be executed / constructed and completed in accordance with the Contract. 3.2
Abbreviations I 2 I AASHTO ACI API ASCE ASTM AWS BSI FGL GRP HSE HVAC ISO KOC
American Association of State Highway and Transportation Officials American Concrete Institute American Petroleum Institute American Society of Civil Engineers American Society for Testing and Materials American Welding Society British Standards Institution Finished Grade Level Glass-Reinforced Plastic Health, Safety and Environment Heating, Ventilating, and Air Conditioning International Organization for Standardization Kuwait Oil Company ( K.S.C.)
DOC. NO. KOC-C-001
KSI LRFD NFPA NPS N-value UDL
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Kilo pounds per Square Inch Load and Resistance Factor Design National Fire Protection Association Nominal Pipe Size Number of blows / 300 mm penetration Uniformly Distributed Load
4.0
REFERENCE CODES AND STANDARDS I 2 I
4.1
Conflicts In the event of conflict between this Standard and the latest edition of Standards / Codes referred herein, or other purchase or contractual requirements, the most stringent requirement shall apply. If further clarifications are required, the subject shall be brought to the attention of KOC Controlling Team.
4.2
List of Standards and Codes I 2 I The latest edition of the following standards, codes and specifications (including amendment if any) shall apply: International / National Standards and Codes American Association of State Highway and Transportation Officials (AASTHO) AASTHO
Standard Specifications for Highway Bridges
American Concrete Institute (ACI) ACI 224.1R ACI 224.3R ACI 318M ACI 350M
Causes, Evaluation, and Repair of Cracks in Concrete Structures Joints in Concrete Construction Building Code Requirements for Reinforced Concrete Code Requirements for Environmental Engineering Concrete Structures and Commentary
American Petroleum Institute (API) API STD 620
Design and Construction of Large, Welded, Lowpressure Storage Tanks
API STD 650
Welded Tanks for Oil Storage
American Society for Testing and Materials (ASTM) ASTM A6/A6M
Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling
ASTM A36/A36M
Standard Specification for Carbon Structural Steel
ASTM A53/A53M
Standard Specification for Pipe, Steel, Black and HotDipped, Zinc-Coated, Welded and Seamless
DOC. NO. KOC-C-001
ASTM A123/A123M
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Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
ASTM A153/A153M
Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A242/A242M
Standard Specification for High-Strength Low-Alloy Structural Steel
ASTM A307
Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength
ASTM A325M
Standard Specification for Structural Bolts, Steel, Heat Treated 830 MPa Minimum Tensile Strength (Metric)
ASTM A490M
Standard Specification for High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints (Metric)
ASTM A500/A500M
ASTM A501 ASTM A529/A529M ASTM A563M ASTM A572/A572M ASTM A588/A588M
Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing Standard Specification for High-Strength CarbonManganese Steel of Structural Quality Standard Specification for Carbon and Alloy Steel Nuts (Metric) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance
ASTM A615/A615M ASTM A786/A786M
ASTM A1011/A1011M
ASTM A1064/A1064M
Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement Standard Specification for Hot-Rolled Carbon, Low Alloy, High-Strength Low-Alloy, and Alloy Steel Floor Plates Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High- Strength Low Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete
DOC. NO. KOC-C-001
ASTM F436 ASTM F1136/F1136M ASTM F1554 ASTM F2833
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Standard Specification for Hardened Steel Washers Standard Specification for Zinc/Aluminum Corrosion Protective Coatings for Fasteners Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength Standard Specification for Corrosion Protective Fastener Coatings with Zinc Rich Base Coat and Aluminum Organic/Inorganic Type
American Society of Civil Engineers (ASCE) ASCE 7
Minimum Design Loads for Buildings and Other Structures
ASCE
Guidelines for Seismic Evaluation and Design of Petrochemical Facilities
ASCE
Wind Loads and Anchor Bolt Design for Petrochemical Facilities
American Welding Society (AWS) AWS D1.1/D1.1M
Structural Welding Code- Steel
British Standards Institution (BSI) BS 4-1
Structural Steel Sections - Part 1: Specification for Hot-Rolled Sections
BS 3692
BS 4592
ISO Metric Precision Hexagon Bolts, Screws and Nuts - Specification ISO Metric Black Hexagon Bolts, Screws and Nuts Specification Industrial Type Flooring and Stair Treads
BS 5930
Code of Practice for Site Investigations
BS EN 1995
Eurocode 5: Design of Timber Structures
BS EN 1999
Eurocode 9: Design of Aluminium Structures
BS EN 10025
Hot Rolled Products of Structural Steels
BS EN 10056-1
Structural Steel Equal and Unequal Leg Angles -
BS 4190
Part 1: Dimensions BS EN 10210-2
Hot Finished Structural Hollow Sections of Non-Alloy and
Fine
Grain
Steels
-
Part
2:
Tolerances,
Dimensions and Sectional Properties BS EN 14399
High-Strength
Structural
Preloading (Part 1 to 10)
Bolting
Assemblies
for
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BS CP 2012 (Part 1)
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Code of Practice for Foundations for Machinery Part 1: Foundations for Reciprocating Machines
BS EN ISO 1461
Hot Dip Galvanized Coatings on Fabricated Iron and Steel Articles - Specifications and Test Methods
National Fire Protection Association (NFPA) NFPA 557
Standard for Determination of Fire Loads for Use in Structural Fire Protection Design
International Organization for Standardization (ISO) ISO 898(Part 1 & 2) ISO 9001 ISO 9004
Mechanical Properties of Fasteners Made of Carbon Steel and Alloy Steel Quality Management Systems - Requirements Fourth Edition Managing for the Sustained Success of an Organization - A Quality Management Approach Third Edition
KOC Standards KOC-C-002 KOC-C-003 KOC-C-006 KOC-C-007 KOC-C-025 KOC-C-027 KOC-C-030 KOC-G-007 KOC-L-030 KOC-Q-014
KOC Recommended Practice for Engineering Design Basis of Civil and Structural Work KOC Standard for Geotechnical Investigation (Onshore) KOC Standard for Concrete Work- Materials and Construction KOC Standard for Structural Steelwork- Materials, Fabrication and Erection KOC Recommended Practice for Drainage Systems Design, Materials and Construction KOC Standard for Fire Proofing of Structural Steel Work. KOC Recommended Practice for Blast Resistant Design of Buildings KOC Standard for Basic Design Data KOC Standard for Plant and Equipment Noise Control KOC Standard for Project QA/QC Requirements
KOC Standard Drawings 55-02-58 55-02-62
Standard Handrail Details Steel Anchor Bolts
KOC Health, Safety & Environment Management System (HSEMS) I 2 I KOC HSE Policy KOC HSEMS Guide Any relevant KOC HSEMS Procedures(Latest), as applicable” as third reference.
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4.3
In addition, all permanent work shall conform to the requirements of National / Local regulations of Kuwait.
5.0
ENVIRONMENTAL CONDITIONS For environmental conditions in Kuwait, refer to KOC Standard for Basic Design Data (KOC-G-007), which provides the detailed design information regarding the environmental, site and utility supply conditions prevailing throughout the KOC facilities.
6.0
HEALTH, SAFETY AND ENVIRONMENT I 2 I
6.1
The design shall conform to the necessary HSEMS procedures to protect personnel and surrounding environment within KOC facilities for any Civil / Structural works.
6.2
All relevant HSE requirements of the KOC HSE Policy, HSEMS Guide and relevant / applicable HSEMS procedures shall be adhered to while carrying out the Civil / Structural design works / services in KOC facilities.
7.0
BASIC ENGINEERING INFORMATION
7.1
Topography I 2 I
7.1.1 The topography of a Site shall be assessed from the area contour maps on the basis of a recently conducted topographical survey of the Site and its adjoining areas. 7.1.2 For ease of reference, the Site formation level shall generally be considered as Site “Finished grade level” equal to EL.100.00 m. The relationship of this level with the Mina Ahmadi Construction Datum (MACD) shall be established by the Designer / Contractor. 7.1.3 The Site co-ordinates (Northing & Easting ) shall be established with reference to Universal Transverse Mercator (UTM) Zone 38N, World Geodatic System (WGS-84) at the time of topographical survey and shall be verified further for each unit area(s) or zone(s) by the Contractor prior to commencement of any work. Not less than four (4) Permanent Site Monuments shall be established for each site. Both UTM co-ordinate and site co-ordinate shall be established for each Permanent Site Monuments. Elevation for each Permanent Site Monuments shall be determined from facility datum i.e. Kuwait Mina Al-Ahmadi Datum, Power Station Datum (Doha, Sabiya and Azzour) and local site datum. Also, where required, plant and / or facility elevation shall be established for each monuments and elevation conversion equations shall be developed. 7.1.4 Finished levels of buildings, structures and equipment shall conform to the requirements described in KOC Standard “KOC Recommended Practice for Engineering Design Basis of Civil and Structural Work” (KOC-C-002). However as a general guideline, the finished floor level shall be minimum 300mm above finished grade level for general buildings and 450mm for the normal
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Sub-station, General Control Room. Top of concrete for base plates of steel column and underside of equipment shall be kept 450mm above finished grade level in unpaved areas and 150mm above the highest point pavement level in paved areas. 7.2
Climatic Conditions For climatic conditions of the Site, reference shall be made to the relevant clauses of KOC Standard for “Basic Design Data” ( KOC-G-007 ).
7.3
Soil Parameters I 2 I
7.3.1 The design of any structure shall be made on the basis of the recommended soil parameters and allowable bearing pressures from the final Geo-technical Report of the Site. 7.3.2 However, based on any preliminary geo-technical investigation or prior knowledge of the soil conditions of the area, the presumed soil parameters shall be used for initial planning / design of any work with the Designer ’s judgement as given in Appendix-1 (Table-1). 7.3.3 The relative density of sandy soils in terms of the standard penetration tests and / or the consistency of silty / clayey soils by undrained shear strength shall be assessed as given in Appendix-1 (Table-2) in accordance with BS 5930. 7.3.4 Notwithstanding the above requirements, allowable net soil bearing pressures for pad / isolated foundations in dry condition may be taken for preliminary design subject to verification at Site as follows:a)
50 kN / m2 at a depth of 450 mm below the natural ground level.
b)
150 kN / m2 at a depth of 1000 mm below the natural ground level.
7.3.5 Soil bearing capacity may be increased by 25% due to wind and seismic loads or as dictated by the Design Code/Standard used. 7.3.6 The maximum soil pressure due to static and dynamic load combinations for vibrating equipment shall be limited to 50% of the net allowable bearing capacity of the soil. 7.3.7 Slope between bottom edges of adjacent footings shall not be less than an angle of 60o with the vertical line. 7.3.8 Where protective polyethylene sheet / membrane is provided between the underside of a foundation and the blinding concrete slab, the coefficient of friction shall be as per the Recommendation of Geo-technical Report. 7.4
Earthworks and Site Drainage I 2 I
7.4.1 Site grading of new facilities shall be shown on site grading plan drawings.
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7.4.2 Areas adjacent to building and structure, unpaved areas adjacent to buildings and structures shall be sloped in accordance with KOC Standard (KOC-C-002). Concrete paved area and bituminous paved areas shall be sloped in accordance with KOC Standard (KOC-C-025). 7.4.3 Portions of the site not occupied by equipment, buildings, structures or pavement shall be sloped in accordance with KOC Standard (KOC-C-002). 8.0
DESIGN LOADS
8.1
Dead Loads I 2 I
8.1.1 General Dead loads shall be estimated for purposes of design using the actual weights of material of construction and finishes on the basis of unit weights given in Appendix-2 (Tables-1 & 2) in accordance with ASCE 7. Weights of all other material, and fixed service equipment such as plumbing stacks, electrical feeders and HVAC systems shall be included whenever such equipment is supported by structural members. 8.1.2 Plant Equipment Loads I 2 I The dead load for plant equipment with all its appurtenances shall be considered under different service conditions as follows:a)
The empty load includes the weight of equipment with all dead load attachments, such as platforms, internals, insulation, and pipelines in place but empty.
b)
The operating load shall be defined as the forces (Empty load plus the weight of liquid at maximum operating level) exerted by any liquid, solid, or viscous materials in vessels, tanks, equipment, or piping during operation. Unusual loading that occurs during regeneration or upset conditions shall also be considered.
c)
The test load shall be defined as empty load plus the gravity load imposed by any method necessary to test vessels, tanks, equipment, or piping.
When more than one vessel is supported by one structure, the structure need only be designed on the basis that one vessel will be tested at any one time, and that the others will either be empty or still in operation, unless otherwise specified in the project Document. 8.1.3 Service Loads The dead load for other services like pipeways and electrical raceways shall be considered as follows:a)
For pipeways, the actual load including the contents plus 25% extra for future extension but not less than an UDL of 1.70 kN/m2 over the entire span.
b)
For electrical raceways, an UDL of 0.75 kN / m2 per conduit level on the raceway area.
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8.2
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Live Loads
8.2.1 Minimum Floor Loads The live loads on floors shall be the maximum loads likely to be produced by the intended use or occupancy of buildings and other structures but shall in no case be less than the minimum uniformly distributed static loads (UDL) per square metre of plan area specified in Appendix-3 (Table-1). Wherever concentrated loads are specified, they shall be considered to produce the worst effect. 8.2.2 Partition Load The additional load for partitions where their positions are unknown and not indicated on the plans, on beams and floors shall be equal to a UDL of not less than one third of the weight per metre run of the finished partitions, but not less than 1.0 kN / m2. 8.2.3 Ceiling Load The additional load on ceilings for the design of frames and coverings of access hatches (other than glazing ), the supports of ceilings and similar structures shall be as follows:a)
Without access: No additional load.
b)
With access: A UDL of 0.25 kN / m2 over the whole area or the area supported and a concentrated load of 0.9 kN so placed as to produce maximum stresses in the affected members.
8.2.4 Handrails and Parapets I 2 I For handrails (both exterior and interior) and parapets, a vertical and lateral load of 1.0 kN / m acting simultaneously at level of railing or coping. 8.2.5 Minimum Roof Loads The live loads on flat and sloping roof (accessible & non-accessible) shall be, in no case less than the minimum uniformly distributed (UDL) static loads measured per square metre of plan area or the point load wherever specified, as given in Appendix-3 (Table-2). 8.3
Impact Loads I 2 I
8.3.1 Elevators and Machinery The following impact factors shall be used in accordance with ASCE-7 for the design of supporting structures with impact allowance, the weight of the machinery including moving loads shall be increased as follows:a)
Elevators and elevator machinery - 100 %
b)
Reciprocating machinery or power driven units - 50 %
c)
Light machinery (shaft or motor driven) - 20 %
8.3.2 Cranes, Monorails and Hoists For purposes of design of runway beams or gantry girders for single crane operation, monorails and hoists, the impact allowances shall be used to cover all
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forces set up by vibration, shock from slipping of slings, kinetic action of acceleration and retardation and impact of wheel loads given in Table-1 as follows : Table-1: Minimum Impact Loads Sl. No.
Minimum Design Forces (See Note 1)
Vertical Loads - Increase maximum static wheel load by Lateral Force tranverse to rails taken as percentage of the combined weight of crab and the lifted load only, applied one-half at the top of each rail in either direction. (Note 2) Longitudinal Force along the rails taken as the percentage of the maximum static wheel loads of the crane applied one-half at the top of the rail in either direction. (Note 2)
1 2
3 Note 1: Note 2:
Electrically Operated
Hand Operated
25 %
10 %
20 %
10 %
10 %
10 %
Special design criteria should be recommended for very heavy cranes, high-speed operation or multiple cranes on a single gantry and the crane manufacturer shall be consulted for forces and force combinations. The horizontal forces in Sl. No. 2 & 3 above will not act together at the same time.
8.3.3 Crane stops shall be designed in accordance with the crane Manufacturer’s / Supplier’s requirements or, if loading is not specified, the following load shall be considered : F = (W V2 ) / (2gTn) Where: F= Design force on crane stop, kN W= 50 % of bridge weight + 90 % of trolley weight, excluding the lifted load, kN V= Rated crane speed, m/sec g= Acceleration of gravity, 9.8 m/sec2 T= Length of travel of spring or plunger required to stop crane, from crane Manufacturer / Supplier, typically 0.05 m n= Bumper efficiency factor (0.5 for helical springs. Consult crane Manufacturer / Supplier for hydraulic plunger) 8. 4
Wind Loads I 2 I
8.4.1 All Plant / Non-Plant structures and equipment shall be designed for wind loads in accordance with ASCE 07-2005 (No later revision shall be used for wind loading) based on following data: a)
Basic Wind Speed (Vb) corresponding to a 3-sec gust speed at 10m above grade for all KOC plants - 45m/s or 162km/hr.
b)
Topographic factor Kzt = 1.0
c)
Minimum Exposure Category = C
However, an alternative design procedure for wind loads may be considered with prior approval from KOC.
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8.4.2 The following increase factors (Table-2) may be used to modify the projected areas of cylindrical vessels (Horizontal and Vertical) including insulation if any, to allow for attachments such as manholes, nozzles, piping, ladders, and platforms for the calculation of wind loads. Table-2: Increase Factor of Vessels for Wind Loads Vessel Diameter(m)
Increase Factor
0.5 – 1.0 1.0 – 1.5 1.5 – 2.0 2.0 – 2.5 2.5 and above Spherical (any dia.)
1.6 1.37 1.28 1.20 1.18 1.10
8.4.3 Wind loads shall be separately computed for all supported equipment, ladders, and stairs except for the cylindrical vessels (Horizontal and Vertical) where projected area increase factors have already accounted for these items. 8.4.4 Wind loads on open frame structures, pressure vessels, and pipe racks shall be computed and applied in accordance with ASCE 7-2005, and the recommended guidelines for ASCE's “Wind Loads and Anchor Bolt Design for Petrochemical Facilities”, unless otherwise specified. 8.4.5 Wind and seismic loads shall not be assumed to act concurrently. 8.5
Dynamic Loads I 2 I
8.5.1 Dynamic loads generated by reciprocating and rotary machines having low to high frequency ranges shall be furnished by the approved machine supplier / Manufacturer to design a safe foundation or structural support for the equipment. In the case of a tall and slender structure, the dynamic effects due to wind gusts shall be considered in design. 8.5.2 The Designer shall obtain from the Manufacturer for all the vibratory machines, the necessary technical information, a loading diagram illustrating component masses and detailed drawings of the machine showing details of its bases as follows:a)
Type of machine.
b)
Operating speed or speed range of machine.
c)
Operating weight of machine and ancillary equipment (gearbox etc.).
d)
Weight of motor and rotor components.
e)
Position of center of gravity of masses in the three major planes.
f)
Magnitude and direction of out-of-balance forces and couples at primary and secondary speeds.
g)
Points of application of out-of-balance forces in the three major planes.
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h)
Mass moment of inertia of driving and driven masses in the three major planes.
i)
Loads due to dynamic short circuit conditions.
j)
Loads due to hydraulic, thermal or surge effects from pumps or compressors.
k)
Loads due to an abnormal sudden stoppage.
l)
Recommended maximum amplitude limits.
8.5.3 Foundations for centrifugal machinery less than 375 kW or reciprocating machinery less than 150 kW do not require a dynamic analysis. However, the foundation to machinery assembly weight ratio shall not be less than 3 to 1 for centrifugal machinery and 5 to 1 for reciprocating machinery. Foundations for machinery more than the above rating shall require a detailed three-dimensional dynamic analysis. All foundations subjected to unbalanced dynamic forces shall be kept independent of building floors and other equipment foundations. 8.5.4 The maximum allowable eccentricity between the centre of gravity of the combined weight of the foundation and machinery and the bearing surface shall be 5% of the respective foundation dimension in each direction. 8.5.5 A three-dimensional vibration analysis for rotating equipment foundations shall be made and shall show that the dynamic amplitudes will not exceed the lower of the following values; a)
The maximum allowable values stated by the Manufacturer / Supplier of the equipment
b)
The amplitude (single amplitude) which causes the effective velocity of vibration to exceed: i) ii)
2 mm/s at the location of the machine-bearing housings 2.5 mm/s at any location of the structure
c)
In the absence of Manufacturer / Supplier recommended value of amplitude, the design shall conform to allowable amplitude limit given in Table-9.
Note:
The effective velocity is defined as the square root of the average of the square of the velocity, velocity being a function of time. In the case of a pure sinusoidal function, the effective velocity is 0.71 times the peak value of the velocity.
8.5.6 The static deformation for rotating equipment foundations shall be calculated and shown to be within the limits stated by the Manufacturer of the equipment. The calculations shall include, but not be limited to, the following causes of deformation. a)
Shrinkage and creep of concrete.
b)
Temperature effects caused by radiation and convection of heat or cold
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generated by machinery, piping, and ducting. c)
Elastic deformation caused by changing vapor pressure in condensers.
d)
Elastic deformation caused by soil settlement.
8.5.7 For the dynamic analysis, the exciting forces shall be taken as the maximum values given by the Manufacturer that will occur during the lifetime of the equipment. When the exciting force is not given by the Manufacturer, it shall be determined as follows: Q(kN) = [Rotor Speed (rpm)/6000] x Rotor Weight (kN) 8.6
Pipeway Loads
8.6.1 Pipeway loads for pipes upto 300 mm (12 in) diameter (NPS) on grade and elevated levels shall be estimated as follows :a)
b)
c)
Note:
Vertical Test load on foundation / structure supporting pipes : i)
Dead load plus weight of water in full pipes for pipes 4 Nos.
ii)
Dead load plus half (1/2) weight of water in full pipes for pipes 4Nos., when applied to produce maximum stresses, unless operating load is greater.
Horizontal Friction load parallel to the pipes acting as UDL over the whole span of main & intermediate beams shall be the greater of : i)
10% of the sum of all operating pipe loads acting longitudinally for pipes 4 Nos. or
ii)
30% of the sum of the operating pipe loads of any number of lines acting together in the same direction ≤ 4 Nos.
Horizontal load in longitudinal direction on the main beams of anchor bays shall be the greatest of the following: i)
Anchor force from the pipe stress analysis, or
ii)
10% of piping vertical loads from four (4) bays length, or
iii)
40 kN (to be applied at the mid-span of beam)
Anchor force shall be considered in addition to the horizontal friction load on the main beams.
8.6.2 Pipeway loads on elevated pipe racks, in addition to the above requirements in para 8.6.1, shall satisfy the following for the design of pipe racks at each tier level:a)
Minimum vertical load as UDL = 1.7 kN / m2 on plan area.
b)
Vertical load on longitudinal tie beams as point load =15 kN at mid-span.
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c)
Thrust on longitudinal tie beams as compression load = 15% of load on the adjacent column.
d)
Transverse anchor force on main beams in anchor bays shall be equal to the greatest of i)
Anchor force from the pipe stress analysis, or
ii)
50% of the anchor force in longitudinal direction as above in c(ii) or c (iii) of clause 8.6.1.
8.6.3 For pipes larger than 300 mm (12 in) diameter (NPS), individual design conditions shall be investigated separately by the Designer / Contractor. 8.7
Friction Loads I 2 I
8.7.1 Friction loads due to expansion / contraction shall be estimated as the co-efficient of friction multiplied by the operating weight. 8.7.2 The co-efficient of friction () between two contact surfaces shall be considered as given in Table-3:Table-3: Co-efficient of Friction Sl. No. 1
Contact Surfaces Lubricated Steel to Concrete
Friction Co-efficient ( ) 0.45
2 3 4 5
Steel to Steel (Not corroded) 0.40 Stainless steel to Stainless Steel 0.15 “Lubrite ” to Steel 0.15 PTFE to Stainless Steel 0.15 Proprietary Sliding Surfaces or Coatings According to Manufacturer’s 6 (e.g., "Teflon") Instructions. (Note-1) (Mating surfaces of stainless steel shall be mirror polished. Contact pressure shall be between 10 - 25 N / mm 2). Note-1: Provision of Teflon will lead to damage after some years and cannot be replaced and hence shall be avoided as much as possible; while it can be provided under smaller size pipes that can be lifted and Teflon replaced. Whenever Teflon is used, co-efficient of friction of aged-teflon shall be obtained from the Manufacturer and the values used in the design.
8.8
Bundle Pull-Out Loads (For Heat Exchangers)
8.8.1 For removal or replacement of tube bundles from heat exchangers, the horizontal force shall be taken equal to the greatest of:a)
The weight of the bundle if loosening devices are supplied and used.
b)
150% of the weight of the bundle if no loosening devices are provided.
c)
10 kN as a minimum load.
Note: Bundle pull shall be considered for design of equipment supports only.
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Thermal Loads I 2 I
8.9.1 Thermal loads shall be estimated due to variation of temperature resulting additional stresses, when the structure or any part thereof is not free to expand or contract or when any equipment expands causing deflections to the supports. The primary source of thermal load in an industrial plant is the expansion or contraction of vessels and piping. Another source of thermal load in a redundant structure is the expansion or contraction of the entire structure or individual structural components. Provisions shall be made for thermal forces arising from assumed differential settlements of foundations and from restrained dimensional changes due to temperature changes. 8.9.2 Maximum temperature variation shall be assumed by 30C for metal structures and by 20C for plain and reinforced concrete structures. When any part of structures are subject to unequal variations of temperature, allowance shall be made for a difference of 15C. Refer KOC-G-007 for maximum sunlight and shaded temperature. 8.9.3 Wherever applicable, a temperature variation of 30C shall be taken for calculating pipe and vessel expansions unless otherwise specified. 8.9.4 Expansion joints for slabs on grade / pavement shall be provided at eighteen (18) metres centre to centre (maximum). 8.9.5 Contraction and construction joints for slabs on grade / pavement, wall construction and other structures shall be provided at six (6) metres centre to centre (maximum). 8.9.6 Expansion joints for Buildings and concrete structures (retaining walls, pipe racks etc.) shall be limited to 30m and steel pipe racks, steel structures shall be limited to 40m. Expansion joints on any underground liquid retaining structure more than 30m length shall be decided with prior approval from KOC. 8.10
Vehicular (Moving) Loads I 2 I
8.10.1 Bridge Slabs, suspended and / or removal concrete paving / cover slabs for trenches, underground installations, culverts and pipe crossings etc., accessible to the vehicular loading shall be designed to withstand HS20-44 load as defined by AASHTO “Standard Specifications for Highway Bridges”. In cases where movement of exceptionally heavy vehicles like sulphur trucks, heavy transport equipment and heavy construction equipment etc. are identified during design phase and prior to any construction activities, the maximum expected loads, as applicable, shall be considered in the design. 8.10.2 In other paved areas which are not accessible to the vehicles, the design loads shall be as follows:a)
For suspended concrete paving, a 10 kN point load on an area of 300 mm square placed at a point to produce maximum effect and a UDL of 5 kN / m2 .
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For removable cover slabs for trenches, a 10 kN point load on an area of 300 mm square placed at a point to produce maximum effect.
8.10.3 In offsite and unpaved areas with no vehicular access, the design load for cover slab shall be a UDL of 5 kN / m2 over the slab area. 8.11
Fire Loads I 2 I In case of a real fire, fire loads for different use of buildings may be assessed in terms of the maximum heat that can be generated by the combustible items of contents and structure. For further details, refer NFPA 557 (Standard for Determination of Fire Loads for Use in Structural Fire Protection Design).
8. 12 Unusual Loads Unusual loads (lift, transportation) and special loads during start-up, regeneration or upset conditions, which may be encountered but are not covered by this Standard, shall be determined and analyzed by accepted engineering principles, subject to KOC Approval. 8.13
Seismic Load I 2 I a)
All Plant / Non-Plant structures and equipment shall be designed for earthquake loads in accordance with latest ASCE 07. Seismic design for storage tanks at grade shall be in accordance with API STD 650, “Welded Tanks for Oil Storage” and API STD 620, ”Design and Construction of Large, Welded, Low-pressure Storage Tanks”. As a general reference for seismic design, ASCE “Guidelines for Seismic Evaluation and Design of Petrochemical Facilities” may also be used.
b)
The design shall also take into account the effects of the following where applicable. i)
Earthquake-induced liquefaction of the strata.
ii)
Hazard from tsunami in coastal regions.
The seismic parameters as mentioned in Table-4 below shall be followed in-case Project / Site-specific seismic hazard analysis and ground motion study has not been carried out or Site-specific seismic parameters are not defined in the project documents. Table-4: Seismic Parameters
Parameter
Value / Reference
Site Class
D or As per Site Investigation Report
Mapped spectral acceleration for 0.598g short periods ( Ss ) Mapped spectral acceleration for 0.239g a 1 second period ( S1 )
Geo-technical
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Earth / Hydrostatic Load I 2 I
8.14.1 Earth and hydrostatic water pressures on foundations / retaining walls and underground structures shall be determined. Outward pressures on liquid-retaining structures shall also be considered. The buoyancy load is equal to the weight of the volume of displaced water. 8.14.2 Soil loads shall consist of lateral earth pressures. Active and passive co-efficients for lateral pressures shall be obtained from the project soil report. Effect of ground water table shall be consider as per Geo-technical report. Earth pressure shall be considered as dead loads. 8.14.3 Hydrostatic water pressures on foundations / retaining walls and underground structures shall be considered up to the maximum possible level of retention. Water pressure is to be considered as live load. 8.14.4 Concrete bund walls shall be designed for accidental load condition when the bund is completely filled with water to the crest. Only the hydrostatic fluid acting in the outward direction and gravity loading needs be considered. The factor of safety against overturning shall not be less than 1.3 for this loading condition. 8.14.5 Lateral earth pressure due to live load surcharge pressure of minimum 10kN/m2, in accordance with “ AASHTO LRFD Bridge Design Specifications”, shall be applied where vehicular load is expected to act on the surface of the backfill within a distance equal to one-half the wall height behind the back face of the wall of an underground structure (i.e. sump, pit, retaining wall etc.). For more onerous exceptional vehicular loading, i.e. non-standard / abnormal AASHTO HS20-44 loading, an associated / equivalent surcharge pressure shall be used in the design. 8.15
Differential Settlement I 2 I Provisions shall be made for forces arising from 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.
8.16
Blast Load I 2 I For Blast Load refer KOC Standard KOC-C-030 “KOC Recommended Practice for Blast Resistant Design of Buildings”.
9.0
DESIGN REQUIREMENTS
9.1
Load Combinations I 2 I
9.1.1 Loads and load factors shall be combined in accordance with ASCE 7-2005 (No later revision shall be used for load combinations and factors).
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9.1.2 Basic Load Combinations A through G shall be investigated considering possible variations of the participating Primary Load Cases and their corresponding load factors. Table-5: Load Combinations Primary Loads
Load Combination ( See Note-9) Operation
Test
Erection Seismic Maintenance Blast
Without wind
Withwind
A
B
C
D
E
F
G
Dead Load
X
X
X
X
X
X
X
Dead Load (Empty)
X
X1)
X
X
X
X
X
X
X
Test Load
X
Live Load
X
Crane / Impact Load
X
Operating Load
X
Vehicle (Moving) Load
X
Wind Load
X
X X
X
X1)
X
Seismic Load
X
Dynamic Load
X
X
Thermal Load
X
X
X X
X
X
X
X3),4)
X4)
X6) X
X2)
X6)
X X
Erection Load
X X7)
Maintenance Load Differential Settlement
X
X
X
Earth/Hydrostatic Load
X
X
X
X
X
X
X
X
Blast Load Notes: 1) The most unfavorable load combination shall be taken into account. 2) Only if the structure supports rotating equipment that will be in operation while a vessel is being tested with water. 3) Only 50% wind load shall be taken into account for Test Load combination. 4) The effect of wind and seismic 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 wind effects, the actual projected area of the scaffold members together with the correct shape factor and drag coefficient should be used. As an initial approximation, the overall width of the scaffolding itself can be taken as 1.5m on each side of the vessel or column with 50% closed surface and shape factor 1.0. 5) Blast condition shall be taken into account for the blast resistant design of buildings where applicable. 6) Wind and earthquake are not considered to act simultaneously. 7) Bundle pull shall not be combined with wind or earthquake. 8) The above load combinations are general and applicable to all types of structures. These load combinations are in line with the basic load combination stated in ASCE 7-2005. 9) Load combinations shall be made by combining the primary loads from top to bottom direction of the Table-5 considering only applicable loads acting on the structure being designed.
X5)
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Stability Ratios Against Overturning, Sliding & Uplift I 2 I
9.2.1 The minimum stability ratios for any structure and any part thereof including foundations under different service conditions shall be as follows :Table-6: Minimum Stability Ratios against Overturning Sl No.
Service Condition
1 2 3 4
Erection Hydrostatic Test Operating Shut Dow n
Minimum Stability Ratio Against Overturning 1.50 1.50 1.75 1.75
9.2 .2 Where local regulations defines higher values, those values shall be used. 9.2.3 Allow ance shall be made for any buoyant effects of a high ground water table. The uplift factor of safety, based on service loads, shall not be less than 1.50 at empty condition. 9.2.4 The stability ratio (SR), based on service loads determined as follows: SR = D(P) / 2M = D / 2e Where: D=
Diameter or width of footing
P=
Minimum gravity load at bottom of footing (exclude product and live loads, include buoyancy)
M=
Maximum overturning moment at bottom of footing
e=
Eccentricity = M / P
9.2.5 The stability ratio (SR), based on service loads, for buildings, process structures, and other framed structures shall be determined as follows: SR = Resisting Moment / Overturning Moment Where Resisting Moment = Moment due to dead load of foundation and structure (include buoyancy). Overturning Moment = Moment due to lateral loads The overturning and resisting moments shall be computed about the most critical axis of rotation of the foundation block at the soil-concrete interface. There may be more than one axis of rotation. 9.2.6 For all service load conditions, the sliding resistance of foundations and retaining walls developed by friction between the footing and membrane at bottom shall at least equal to 1.5 times the applied lateral loads. Stability calculations shall include two cases namely (i) with soil overburden and (ii) without soil overburden; and the most adverse case shall be considered, along with the effect of buoyancy if applicable.
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In case sliding resistance of foundation is developed by a combination of friction between the footing and membrane at bottom and passive resistance from soils are considered in design, the following conditions are to be satisfied. a)
Foundations The sliding resistance of foundations shall be developed by either friction between the footing and membrane at bottom or by a combination of friction between the footing and membrane and passive resistance from soils. In cases where sliding resistance is developed by a combination of friction and passive resistance then a minimum factor of safety of 2.0 shall be provided. The friction at bottom surface (not on sides) and passive resistance upto the bottom level of Footing concrete only shall be considered for resistance
b)
Retaining Walls The sliding resistance of Retaining Walls shall be developed by either friction between the footing and membrane at bottom or by a combination of friction between the footing and membrane and passive resistance on keys(upto bottom level of concrete) extending below the bottom of the footing of walls. In cases where sliding resistance is developed by a combination of friction and passive resistance then a minimum factor of safety of 2.0 shall be provided. The friction at bottom surface (not on sides) and passive resistance upto the bottom level of Footing concrete only shall be considered for resistance.
c)
Pipeline Anchor Blocks Pipeline anchor blocks shall be designed for the anchor forces obtained from pipeline stress analysis. The horizontal forces shall be resisted by net earth pressure, friction between the anchor block and bottom membrane. Soil parameters shall be as per Geo-technical report. A minimum factor of safety of 2.0 shall be provided for sliding.
9.3
Contact Pressure Under Base Plates The maximum concrete stress beneath base plates shall be limited to 8 N/mm 2 for sand / cement grout and 12 N / mm 2 for proprietary high strength grout.
9.4
Deflection Limits I 2 I
9.4.1 The deflection of a structure or part thereof under serviceability load conditions shall be limited to the extent so that it will neither reduce the design strength of the structure or its components nor cause damages to the finishes or discomforts to the users or look to be unsightly.
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9.4.2 The recommended deflection limits for certain structural members shall be followed as specified in Table-7 below :Table-7: Maximum Deflection Limits of Structures & Building Components Sl. No. 1
Structural Members Struct ural Members: a) Cantilever Beams b) Beams ( General ) c) Beams Supporting Equipment d) Purlins and Side Girts
2
3 4 5
Struct ural Frames:
a) Frames ( General ) b) Frames Carrying Equipment c) Frames Carrying Cranes Crane Girders Vertical Cantilever (Stacks, Masts etc.) Building Components: a) Flat Roofs not supporting or att ached to non-structural elements likely to be damaged by large deflect ions.
6
b) Floors not supporting or attached to nonstructural elements likely to be damaged by large deflections. Building Components:
Deflection ( )
Limits
Remarks
Vert. Deflection ( v) v v v v
= = = =
Horizontal (h) h h h v h h
= = = = = =
L L L L
/ / / /
4 00 * 300 450 200
* L= Length of Beam or tw ice the length of the cantilever
Deflection
H / 1 50 * H / 200 H / 200 L / 750 H / 1000 H / 200
* H= Height of frame.
Immediate deflection due to Live Load. No ponding effect.
v= L/180
v = L / 360
- Same -
a) Roof or Floor construction supporting or attached to non-structural elements likely to be damaged by large deflections.
v= L/480
Total deflection
b) Roof or Floor construction supporting or attached to non-structural elements not likely to be damaged by large deflections.
v = L/240
- Same -
(Contd. in Page 30)
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Table-7: Maximum Deflection Limits of Structures & Building Components (Contd.) Sl No 7
Structural
Members
Deflection ( )
Remarks
Eff ect on Non-struct ural Elements : a) Walls i) Masonry & Plaster ii) Metal & Temporary Partit ions
b) Lateral Sway of Building frames
c) Ceiling i) Plaster ii) Acoust ic Tiles
9. 5
Limits
v= L/600 or 7.6mm v= L/240 or 25 mm
h= H / 500 or 4 mm / storey
v = L / 360 v = L / 180
8
Monorail Beams
v = L / 400 *
9
Grating
v = L / 250 *
Addl. defl. aft er the walls are connstructed. Sustained Load.
Wind
Addl. defl. aft er ceiling is built. *L=Length of Beam *L = Span of grating, Maximum span = 1.6 meter
Vibration Limits I 2 I
9.5.1 The vibration limits due to dynamic loads of reciprocating and rotary machines shall be in compliance with the Manufacturer’s recommendations. 9.5.2 In the absence of Manufacturer’s recommendations, to avoid resonance condition with the operating frequency of the vibrating machine especially compressors, the design shall conform to the recommended values limiting natural frequency and amplitudes of the foundation system including soil as given in Tables-8 & 9:Table-8: Allowable Frequency Limits Sl. No. 1
2
Description
Frequency Limits
Remarks
Reciprocating Machine : a) The Lowest Natural Frequency ( f n )
0.5 x Frequency of Exciting Force
Undertuned foundation
b) The Highest Natural Frequency ( f n ) Rotary Machine :
2.0 x Frequency of Exciting Force
Overtuned foundation
a) The Lowest Natural Frequency ( f n )
0.8 x Frequency of Exciting Force
Undertuned foundation
b) The Highest Natural Frequency ( f n )
1.2 x Frequency of Exciting Force
Overtuned foundation
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Table-9: Allowable Amplitude Limits (Maximum at bearing level of foundation) I 2 I Sl. No.
1 2
Description
Vertical Amplitude ( in microns )
Reciprocating Machine
Horizontal Amplitude (in microns)
50 m
-------
Rotary Machine : a) For Low Frequency ( speed range 1500 rpm ) b) For Medium Frequency ( 1500 speed range 3000 rpm ) c) For High Frequency ( speed range 3000 rpm )
40 - 60 m
------
40 - 60 m
70 - 90 m
20 - 30 m
40 - 50 m
9.5.3 Structures and foundations that support vibrating equipment shall have a natural frequency that is outside the range of 0.8 to 1.2 times the exciting frequency. 9. 6
Noise Limits I 2 I Noise levels from all sources (external and internal) should not exceed the recommended values in plants and buildings as given in Table-10:Table-10: Maximum Noise Levels Sl. No.
Type of Use
1 Plants & Industrial Buildings 2 General Offices & Plant Off ices( w here meetings are held) 3 Private off ices 4 Offices & Conference Rooms w here a high standard is required 5 Recreation Rooms 6 Wash Rooms & Toilets Note: For more details on noise control limits refer KOC Standard for ‘‘Plant and Equipment Noise Control’’ (KOC-L-030).
9. 7
Maxm. Limits (dBA) 70 50 45 35 50 60
Corrosion Limits I 2 I
9.7.1 Metallic corrosion of steel can occur due to various factors such as contact between dissimilar metals, presence of sulphate reducing bacteria in soils and waters especially in marine conditions, which are not found so far very significant affecting design conditions. Corrosion due to presence of hydrocarbons and corrosive chemicals shall be examined separately and specified according to the international / national and or local requirements.
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9.7.2 However, the corrosion rate of steel due to atmospheric (marine / industrial) conditions and fluctuation of water shall be limited to the following values in Table-11:Table-11: Allowable Corrosion Rates Sl.
Type of Nature
Corrosion Rate
( mm / year)
No. 1
2
3 4
Seawater : a) Below seabed
0.01 - 0.02 on total thickness
b) Fully immersed zone
0.08 / each face exposed to seawater
c) Splash zone
0.15 / each face exposed to seawater
d) Atmospheric zone
0.05 - 0.10 / each face exposed
Freshwater : a) Below bed level
Negligible
b) Fully immersed zone
0.05 - 0.10 per exposed side
Atmosphere
0.05 - 0.10 / each face exposed
Undisturbed Natural Soil (excluding contaminated, disturbed and landfill soils )
Negligible
9.7.3 Crack Control I 2 I a) All reinforced concrete shall be provided with proper distribution of reinforcement to control flexural cracking. Crack widths shall be controlled by the expeditious use of combinations of reinforcement sizes, reinforcement spacing and cover. b) Crack widths shall be calculated using the applicable formula in ACI 224.1R. c)
To achieve proper distribution of flexural reinforcement and to encourage good detailing practices, all structural calculations shall check the spacing (centre to centre distance of flexural reinforcements) requirement in accordance with ACI 350M/350RM and ACI 318M.
d) Crack width limitations shall be as follows: Internal Environment :
w < 0.30 mm
Concrete, regardless of any coatings, not exposed to weather and located within a temperature and humidity controlled building / sealed building. External Environment :
w < 0.15 mm
Above grade concrete, regardless of any coatings, exposed to weather and below grade, all burried or submerged concrete. Liquid Retaining Structures : w < 0.10 mm Concrete structures, regardless of any coatings, primarily designed to retain liquids during operation for more than 7 consecutive days.
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Module Sea Transportation The design criteria for module sea transportation shall be in conformity with the following Table-12:Table-12: Design Criteria for Module Sea Transportation Sl. No.
Description
1 2
Structure Orientation Roll Acceleration ( Transverse )
3
Pitch Acceleration ( Longitudinal )
4 5
Heave Acceleration ( Vertical ) Allowable Stresses
Magnitude of Forces ( Note 1) Vertical 0.5g at base, increasing 0.015g for each metre above the base. 0.3g at base, increasing 0.01g for each metre above the base. 1.3g maximum; 0.6g minimum. Basic for still water condition. Basic x 1.25 for barge motions.
Note-1: The simultaneous effects of Roll & Heave and Pitch & Heave shall be considered. Roll & Pitch shall not be combined together.
9.9
Fire Rating I 2 I Industrial and service buildings shall be designed / constructed with the materials having the following fire ratings (minimum) as given in Table-13 :Table-13: Minimum Fire Ratings of Building Components Sl. No.
A 1
Building Components
Remarks
Buildings in Fire Hazardous Areas(FHA) (See Note-1) Walls : a) External Walls
2 Hrs.
b) Internal Walls of control room, switch room, battery room, test room / laboratory room, areas of potential higher fire risks and walls between Fire Zones
2 Hrs.
c) Other Internal Walls and Partitions
2 3
Fire Rating (Hours)
Roof & Floor Slabs Doors/ Windows : a) All External Doors / Windows assemblies (Frame, Glazing, fixings / Hardwares, Sealants etc.)
1/2 Hrs
Offices, mess rooms, toilets and locker rooms etc.
2 Hrs. 1½ Hrs.
b) Internal Doors / Windows assemblies (Frame, Glazing, fixings / Hardwares, Sealants etc.): i) All doors / Windows in item 1(b) above ii) All other doors / Windows in item 1(c) above.
2 Hrs. ---
No Specific Requirement
(Contd. in Page 34)
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Table-13 : Minimum Fire Ratings of Building Components(Contd.) Sl. No.
B. 1
Building Components
Fire Rating (Hours)
Remarks
Buildings in Non Fire Hazardous Areas(FHA) (See Note-1) Walls : a) External Walls
2 Hrs.
b) Internal Walls of control room, switch room, battery room, test room / laboratory room, areas of potential higher fire risks and walls between Fire Zones
2 Hrs.
c) Other Internal Walls and Partitions
2
Roof & Floor Slabs
3
Doors/ Windows : a) All External Doors / Windows assemblies (Frame, Glazing, fixings / Hardwares, Sealants etc.)
1/2 Hrs.
Offices, mess rooms, toilets and locker rooms.
2 Hrs.
1 Hr.
b) Internal Doors / Windows assemblies (Frame, Glazing, fixings / Hardwares, Sealants etc.) i) All doors/Windows in item 1(b) above ii) All other doors / Windows in item 1(c) above.
1 Hr. --
No Specific Requirement
1. For more detail on Fire Hazardous Area (FHA) refer KOC Standard (KOC-C-027). 2. The above Fire Ratings may be Increased, Decreased, or Wavered subject to Contractor submitting a Detailed Fire Protection Philosophy approved by KOC substantiating the change from the above Table. The submitted Fire Protection Philosophy shall be based on applicable International Standards/Codes.
10.0 MATERIALS 10.1
Structural Concrete
10.1.1 The characteristic cube strengths of normal concrete (made with natural aggregates and having a density of 23 kN / m 3 or more) at 28 days which are generally specified for reinforced concrete are given in Table-14, together with their related cube strengths at other ages.
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10.1.2 The static modulus of elasticity (Ec) of normal concrete to be used for elastic analysis shall be appropriate to the cube strength of the concrete at the age considered in conformity with the Table-14 :Table-14: Strength of Concrete Sl. No.
Grade (Note 1)
Characteristic Strength at 28 days (fcu in N / mm 2 )
Cube Strength at an age of ( N / mm2 ) 7 days
2 months
3 months
6 months
1 year
Elastic Modulus (Ec,28 in kN/mm2)
Equivalent Grade as per KOCC-006
1
20 (K200)
20
13.5
22
23
24
25
25
--
2
25 (K250)
25
16.5
27.5
29
30
31
26
3
30 (K300)
30
20
33
35
36
37
28
-Grade A, B,C,D1 & D2
4
40 (K400)
40
28
44
45.5
47.5
50
31
--
Note 1: Values of concrete grades under parenthesis are designated as per Kuwait Ministry of Public Works ( MPW ).
10.1.3 The static modulus of elasticity of lightweight concrete having an air dry density between 14 to 23 kN / m3 shall be modified by multiplying the values in the above Table-14 by (Dc/23)2 where Dc is the density of the lightweight concrete in kN / m3. 10.1.4 The other elastic properties and thermal expansion of normal concrete shall be considered as follows:-
10.2
a)
Poisson’s Ratio
= 0.20
b)
Shear Modulus (G)
= 0.42 Ec
c)
Co-efficient of Linear Thermal Expansion ( c) =12 x 10 E-6 / C
Reinforcement I 2 I
10.2.1 The characteristic yield strength of reinforcements (f y) shall be followed as given in Table-15 which is in accordance with ASTM standards :Table-15: Strength of Reinforcement Nominal Sizes (mm)
Minimum Yield Strength (fy in N / mm 2 )
Sl. No.
Description
1
Mild Steel Round Bars (Note-1)
All Sizes
280
2
High Yield Deformed Bars (Note-1)
All Sizes
420
3
Steel Plain Wire (Note-1)
All Sizes
485
4
Steel Deformed Wire (Note-1)
All Sizes
515
MW 40, MW 55, MW 80 & MW 120 MD 40, MD Welded wire Reinforcement 6 55, MD 80 & from Deformed Wire (Note-1) MD 120 Note-1: Epoxy Coating shall not be used. 5
Welded wire Reinforcement from Plain Wire (Note-1)
Designation (Grade 40) - ASTM A615/A615M (Grade 60) - ASTM A615/A615M ASTM A1064/ A1064M ASTM A1064/ A1064M
450
ASTM A1064/ A1064M
485
ASTM A1064/ A1064M
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10.2.2The modulus of elasticity and thermal expansion of reinforcements shall be generally as follows:-
10.3
a)
Modulus of Elasticity ( Es ) = 200 kN / mm2
b)
Co-efficient of Linear Thermal Expansion ( s ) =10 x 10 E-6 / C
Anchor Bolts I 2 I
10.3.1 All anchor bolts shall conform to ASTM A307 Grade A or ASTM F1554 Grade 36 or BS 4190 Grade 4.6 or BS EN ISO 898-1, Property Class 4.6. Anchor bolts for equipment shall be specified by equipment Manufacturers for the allowable tensile stress conforming to the relevant ASTM specification. As a minimum, use 20mm bolts for structural columns and typical equipment and 16mm bolts may be used for small pumps and guardrails. Anchor bolt projections shall not protrude more than one bolt diameter above top of nut. Nuts shall conform to ASTM A563 Grade A or ISO 898-2, Class 5 and washers shall conform to ASTM F436, Type-1. 10.3.2 All anchor bolts including nuts and washer shall be hot-dip galvanized in accordance to ASTM A153/A153M or BS EN ISO 1461 with mean coating thickness of 50 Micron (Minimum). 10.3.3 All anchor bolts shall comply with the KOC Standard drawing no. 55-02-62 “Steel Anchor Bolts”. 10.4
Structural Steel I 2 I
10.4.1 Structural steel shape and plate tolerances shall conform to ASTM A6/A6M or BS 4-1 or BS EN 10210-2. Structural steel have minimum yield stress of 250 N / mm2 (36 ksi ).The allowable stresses shall be followed in accordance with latest AISC Manual of Steel Construction or equivalent BS Standards. Table-16: Structural Steel Materials Structural Steel materials shall conform to the following: Structural Steel
ASTM A36/A36M or BS EN 10025, Grade S275 JR
Structural Pipe ASTM A53/A53M Type E or S, Grade B (hollow round shapes with or BS EN 10210-2 or API 5L, Steel relatively thicker wall thickness Grade B than round tubing) Structural Tubing (hollow ASTM A500/A500M, Grade B or ASTM sections in round, square and A501, Grade B or BS EN 10210-2 rectangular shapes) 10.4.2 Structural steels with minimum 345 N / mm2 (50 ksi) yield stress which are widely used for economy replacing ASTM A36/A36M in many applications shall comply with ASTM designations as follows:a)
ASTM A572/A572M high strength Structural steel for most applications.
low-alloy
Columbium-Vanadium
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b)
ASTM A529/A529M high strength carbon manganese structural steel for thin plate members.
c)
ASTM A242/A242M and A588/A588M high strength low alloy structural steel for atmospheric corrosion resistance.
10.4.3 Structural steel shall be designed, fabricated and erected in accordance with the requirements of KOC Standard for “Structural Steelwork – Materials, Fabrication and Erection” (KOC-C-007). 10.5
Structural Bolts I 2 I
10.5.1 Ordinary bolts shall comply with the requirements of ASTM A307 Grade A or ASTM F1554 Grade 36 or ISO 898-1, Property class 4.6. Nuts shall be ASTM A563, Grade A or ISO 898-2, Class 5. Washers shall conform to ASTM F436, Type-1. 10.5.2 High tensile bolts shall comply with the requirements of ISO 898-1, Property class 8.8 or ASTM A325M, Type 1 or ASTM A490M, Type-1. Nuts shall be ASTM A563M, Grade 10S or ISO 898-2, Class 8. Washers shall conform to ASTM F436M. 10.5.3 High Strength bolts (ISO 898-1, Property class 8.8 & ASTM A325M, Type-1), nuts and washers shall be hot dipped in accordance with ASTM A153/A153M or mechanically galvanized in accordance to Class 55 of ASTM B695 with mean Coating thickness of 50 Micron (Minimum). 10.5.4 High Strength bolts (ASTM A490M, Type-1), nuts and washers shall be coated in accordance with ASTM F1136/F1136M, Grade 3 or ASTM F2833, Grade 1. 10.5.5 All ordinary bolts, nuts and washers shall be hot-dip galvanized in accordance to ASTM A153/A153M or BS EN ISO 1461 with mean Coating thickness of 50 Micron (Minimum). 10.5.6 Unless noted otherwise on the drawings, steel connection bolt size shall be as follows: a) For main members and connections: M20 high strength bolts b)
For railings, ladders and secondary connections: M16 ordinary bolts
c)
For ladder cages: M12 ordinary bolts
d)
For stair treads: M10 ordinary bolts
A minimum of two bolts shall be used for all steel connections. 10.6
Aluminium I 2 I
10.6.1 The limiting stresses of aluminium alloy members formed out of extrusions, plates, sheets, tubes or combination of these shall be considered in accordance with BS EN 1999-1.
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10.6.2 The other physical properties of aluminium members of standard alloys shall be taken as follows:-
10.7
a)
Density = 27 kN / m3
b)
Modulus of Elasticity ( E AL ) = 70 kN / mm2
c)
Shear Modulus ( G AL ) = 27 kN / mm2
d)
Co-efficient of Linear Thermal Expansion ( AL ) = 23 x 10 E-6 / C
e)
Poisson’s ratio (µ) = 0.3
Timber I 2 I The Design of timber shall comply with the requirements of BS EN 1995.
10.8
Handrail I 2 I Handrail structural members shall conform to ASTM A36/A36M or BS EN 10056-1 and hollow pipes shall conform to ASTM A53/A53M, Grade B or BS EN 10210-2. All handrails shall be hot-dip galvanized in accordance to ASTM A123/A123M or BS EN ISO 1461 with mean coating thickness of 85 Micron (Minimum). For details refer to KOC Standard Drawing No. “55-02-58”.
10.9
Welding I 2 I Welding and welding electrodes filler metal requirements shall conform to AWS D1.1/D1.1M. For structural steel applications, the minimum electrode tensile strength shall be 480 MPa.
10.10 Grating I 2 I 10.10.1Grating shall conform to ASTM A1011/A1011M, SS grade 40 or BS 4592,Part-1. The grating size and method of attachment shall be indicated in the project specifications. Grating and fixing material (clips) shall be hot-dip galvanized in accordance to ASTM A123/A123M or BS EN ISO 1461 with mean coating thickness of 85 Micron (Minimum). 10.10.2 Use of Stainless, Aluminimum, GRP grating shall be used in specialized condition with prior approval from KOC. 10.11 Floor Plate I 2 I 10.11.1Chequered floor plate shall be four-way, raised pattern steel plate in accordance with ASTM A786/A786M with a minimum thickness of 6mm, exclusive of the raised pattern height. Plate material shall conform to ASTM A36/A36M. Chequered floor plate shall be hot-dip galvanized in accordance to ASTM A123/A123M or BS EN ISO 1461 with mean coating thickness of 85 Micron (Minimum). 10.11.2The use of Chequered Floor Plates shall be discouraged, except for some applications where the use of grating is not practical. Chequered Floor Plate may only be used with KOC prior specific approval
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10.12 Embedded Items I 2 I All embedded items shall conform to ASTM A36/A36M and shall be hot-dip galvanized in accordance with ASTM A123/A123M or BS EN ISO 1461 having mean coating thickness of 85 Micron (Minimum). The Contractor has to effectively seals the junction of embedded items and concrete with materials approved by KOC. 11.0
QUALITY ASSURANCE I 2 I
11.1
The Consultant / Contractor / Manufacturer shall operate a quality system preferably based on ISO 9000 series of standards to satisfy the requirements of this Standard. The Consultant / Contractor / Manufacturer shall demonstrate compliance by providing a copy of the accredited certificate or the Consultant’s / Contractor’s / Manufacturer’s quality manual.
11.2
Verification of the Consultant’s / Contractor’s / Manufacturer’s quality system is normally part of the Pre-qualification procedure, and therefore not detailed in the core text of this Standard.
12.0
DOCUMENTATION I 2 I
12.1
General
12.1.1 All correspondence, instructions, drawings, data sheets, design calculations or any other written information shall be in the English language. In the case of dual languages, one language shall be English. 12.1.2 All dimensions, units of measurement, physical constants etc. shall be in SI units, unless otherwise specified in the project document. 12.1.3 All design calculations should clearly mention the applicable codes and standards referenced for the design requirements including any assumptions made which are not covered in this Standard. 12.1.4 In addition to the hard copies, all documents (texts, specifications, data sheets, drawings etc.) shall be provided with electronic files in the approved software’s (MsWord, Excel, Auto Cad etc.). Design calculations shall be submitted in the approved and widely used softwares, agreed by KOC. The submission of calculations and drawings by the Contractor to KOC shall include the editable native electronic format of the calculation input / output, for the ease of review by KOC.
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APPENDIX –1 (SOIL PARAMETERS) Table-1: Presumed Soil Parameters Sl. no A. 1
Descriptions
Presumed Values
Remarks
Static Properties Of Soils Allowable Gross Soil Bearing Pressure for non-cohesive sandy soils ( Ps in kN/ m 2 ): a) Loose sand b) Loose sand with gravel c) Medium dense sand d) Medium dense sand with gravel e) Dense compact sand
(4 N 10) (10 N 20) (15 N 30) (20 N 30)
Ps 100 100 Ps 150 150 Ps 200 200 Ps 300
(30 N 50)
Ps 300
Width of foundation not less than 1.0m. Groundwater level assumed at a depth not less than below the base of the foundation.
(Note 1 )
2 3 4 5 6 7
Bulk density of sandy soil ( in kN / m 3) Angle of internal friction of sandy soil ( ) Cohesion of sandy soil (C in kN / m 2) Co-efficient of active earth pressure (Ka) Co-efficient of passive earth pressure (Kp) Co-efficient of permeability (K in m / s) : a) Gravel b) Clean sand c) Silt
B.
Dynamic Properties of Soils
1
Dynamic Shear Modulus (G in kN / m 2):
2
3
a) Medium dense sand (Note-3) b) Dense sand (Note-3) c) Stiff Clay d) Medium dense gravel (Note-3) Poisson Ratios ( ) : a) Medium dense sand or gravel b) Dense sand or gravel c) Silt d) Clay (Partially saturated / saturated) Co-efficient of Elastic Uniform Compression (Cu in N / mm 3) : (Note-2) a) b) c) d)
Loose sand ( Ps 100 kN/m 2 ) Medium dense sand ( Ps= 200 kN/m2 ) Dense compact sand ( Ps= 300 kN/m 2 ) Very dense sand ( Ps 300 kN/m 2 )
= 17 = 33 C = 0 Ka = 0.295 Kp = 3.386
K 10E-2 10E-2 K10E-5 10E-5 K10E-8 Applicable for low strain amplitude. G = 725 - 2175 G = 1450-2900 G = 1450-2900 G = 2175-3625 = 0.3 - 0.4 = 0.4 - 0.5 = 0.3 - 0.4 = 0.35 - 0.5
Cu = 0.02 Cu = 0.04 Cu = 0.05 Cu = 0.06
C = 2 Cu C = 0.5 Cu C = 0.75 Cu
Note 1: N denotes Nos. of blows to effect last 300mm penetration of split spoon sampler in SPT tests. Note 2 : Co-efficient of Elastic Non-uniform Compression : C Co-efficient of Elastic Uniform Shear : C Co-efficient of Elastic Non-uniform Shear : C Note-3: For shallow depths
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APPENDIX---1 (SOIL PARAMETERS)(Contd.) Table-2: Relative Density & Consistency of Soils Sl. No. 1
2
Description
Values
Relative Density of Sands & Gravels :
SPT N-values (Blows / last 300 mm penetration )
a) Very Loose
0 - 4
b) Loose
4 - 10
c) Medium Dense
10 - 30
d) Dense
30 - 50
e) Very Dense Consistency of Cohesive Soils : a) Very Soft
20
b) Soft
20 - 40
c) Firm
40 - 75
d) Stiff
75 - 150
e) Very Stiff or Hard 3
50 Undrained Shear Strength ( kN/sqm ) :
Plasticity of Silt & Clay: (*)
a) Low Plasticity
150
Range of Liquid Limit (in %) 25
b) Moderate Plasticity
25 – 35
c) Medium Plasticity
35 – 50
d) High Plasticity
50 – 70
e) Very High Plasticity
70 – 90
f) Extremely High Plasticity
90
Remarks
( Immediate Test )
a) Exudes between the fingers when squeezed in the fist. b) Easily moulded in the fingers. c) Can be moulded by strong pressure. d) Can not be moulded in the fingers. e) Brittle or very tough. (*) Classification of silt and clay both alone or in mixtures with coarser material.
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APPENDIX –2 (DEAD LOADS FOR MATERIALS & BUILDING COMPONENTS) Table-1: Minimum Design Dead Loads for Materials Sl. No.
Unit Wt. kN / m3
Sl. No.
Aluminium Bituminous Products:
27.20
14 15
a) Asphaltum b) Pitch c) Tar Cast-stone Masonry (cement,stone,sand )
12.70 11.00 11.94 22.92
4 5 6
Cement, Portland Ceramic Tile Concrete, Plain :
14.32 23.88
23.00
7
a) Stone (including gravel) b) Other light aggregate load bearing Concrete, Plain :
1 2
3
8 9 10
11 12
Type of Materials
Lime, Hydrated Masonry, Ashlar :
26.26 27.55 22.92
20
Petroleum :
24.00
21
a) Petroleum, crude b) Petroleum, refined c) Petroleum, benzene Plaster Cement
8.75 7.96 7.32 19.10
2.30
22 23
Plywood Seasoned Wood:
5.73
19.10 22.30 15.92 20.70 17.50 7.17
11.14 16.71
4.00 8.00
a) b) c) d)
10.00 15.30 15.82 17.50 16.55 7.96
Iron : a) Cast b) Wrought
7.16
17 18 19
16
a) b) c) d) 24 25
Fir, Douglas Greenheart Pine, southern yellow Redwood
Steel, Cold drawn Timber: a) Softwood b) Hardwood
13
Unit Wt. kN / m 3
a) Granite, Limestone b) Marble c) Sandstone Masonry Brick : a) Common Brick b) Pressed Brick c) Soft Brick Mortar Cement, hardened Mortar Lime, hardened Particle Board
a) Vermiculite & Perlite aggregate, non-load bearing Concrete, Reinforced : Stone (including gravel) Cork, Compressed Earth (Not submerged): Clay, dry Silt, wet Sand, dry Sand & gravel mix, dry Gravel, Dry Gypsum Wallboard
Type of Materials
26 71.63 76.40
--
5.42 11.0 (av) 5.90 4.45 77.84
7.91 9.89 --
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APPENDIX –2 (DEAD LOADS FOR MATERIALS & BUILDING COMPONENTS) (Contd.) Table-2: Minimum Design Dead Loads for Building Components Sl. No. 1
Type of Components
Unit Wt N/m2
Ceilings : a) Acoustical Fiber Tile b) Gypsum Board (3 mm) c) Mechanical Duct allowance d) Suspended Channel System e) Suspended Metal Lath & Gypsum Plaster
776.5 48.5 266.9 291.1
3
a) 20 Gage b) 18 Gage Fiber Board (12 mm) Insulation, Roof Boards : (per 10 mm thickness)
121.3 145.6 36.4
7
922.0
12
a) Terrazzo (38 mm) directly on Slab b) Terrazzo (25 mm) on Stone Concrete Fill Clay Tiles :
13 14
a) 100 mm b) 150 mm Glass Block (100 mm) Frame Partitions :
485.3
a) Cement Tile b) 3-Ply Ready Roofing c) 4-Ply Felt & Gravel d) 5-Ply Felt & Gravel Deck Metal :
6
1553.0
11
a) Cement Finish (25 mm) on Stone Concrete Fill b) Ceramic or Quarry Tile ( 20 mm) on 25mm thick mortar bed c) Marble & Mortar on Stone Concrete Fill d) Hardwood Flooring (20 mm) Finishes, Terrazzo:
97.0
Coverings, Roof & Wall :
a) Fibrous Glass b) Fiber Board c) Polystyrene Foam d) Urethane Foam with skin Insulation, Rigid(12 mm)
Floors & Floor Finishes :
48.5 26.7 194.0
2
4 5
Sl. No. 10
a) Movable Steel Partitions b) Wood/Steel Studs, 12mm Gypsum Board each side. c) Wood Studs, 2x4, unplastered.
21.0 28.6 3.8 9.5 36.4 388.2
8
Skylight Metal Frame with 10 mm W ire Glass Waterproofing Membrane:
266.9
9
a) Bituminous Gravel Covered b) Bituminous Smooth Surface c) Liquid Applied d) Single-Ply Sheet Floor Fill (per mm) : a) Lightweight Concrete b) Sand c) Stone Concrete
15.3 15.3 22.9
Type of Components
Unit Wt. N/m2
1116.0
1600.0 174.7
1553.0
873.5 1164.7 873.5 194.1 388.2
194.1
582.3
16
d) Wood Studs, 2x4, plastered one side. Doors (Industrial Type, Wooden) Exterior Studs Walls :
534.0
17
a) 2x4 @400mm, 16mm gypsum, Insulated,10mm siding b) With Brick Veneer c) Windows, glass, frame and sash Masonry Partitions :
15
72.8 48.5 34.0
a) Concrete Block, Heavy Aggregate - 100 mm - 200 mm
382.0
2329.4 388.2
1456.0 2669.0
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Table-2: Minimum Design Dead Loads for Building Components (Contd.) Sl. No. 18
19
Type of Components
Unit Wt N/m2
a) Concrete Block, Light Aggregate - 100 mm - 200 mm Masonry Walls :
Sl. No. 23
970.6 1844.0
20
2232.0 4314.0 6308.7
- 9.0 m - 12.0 m - 15.0 m - 18.0 m
24
- 100mm - 200mm - 345mm
1980.0 3960.0 6831.0
21
Structural Glass (25 mm)
728.0
22
Glass Sheets : 98.0 147.0
120.0 132.0 144.0 203.0
b) Spacing of Trusses 4.5m with Spans as -
1601.0 3300.0 4755.8
Sand Lime (and similar ) Bricks, Load bearing :
- 4 mm - 6 mm
Roof Trusses (Wt.on plan area of roof) :
- 9.0 m - 12.0 m - 15.0 m - 18.0 m
b) Concrete Brick, Light aggregate - 100 mm - 200 mm - 317.5 mm
Unit Wt. N/m2
a) Spacing of Trusses 3 m with Spans as -
a) Concrete Brick, Heavy aggregate - 100 mm - 200 mm - 317.5 mm
Type of Components
Metal Sheeting, Galvanized Plain & Corrugated: - 16 gauge (1.6 mm) - 20 gauge (1.0 mm) - 22 gauge (0.8 mm) - 24 gauge (0.63 mm)
25
72.0 84.0 108.0 144.0
Steel Stairs, Industrial Type (1.0 m wide )
131.0 84.0 69.0 56.0 820.0 N/m
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15.0 APPENDIX---3 (LIVE LOADS ON FLOOR & ROOF) Table-1: Minimum Live Loads on Floor I 2 I Sl. No. 1.
2.
3.
4.
Occupancy or Use
Uniformly Distributed Load(UDL) kN/m2 (Note-1)
Point Load (P) kN(Note-2)
Residential a) Bedrooms, Dormitories
2.00
b) Dining rooms, Lounges, Toilets
2.00
c) Kitchen, Laundries
3.00
d) Balconies
3.00
e) Exit facilities (Stairs, Landings, and Corridors etc.)
5.00
1.5kN/m at the edge
Public Places: a) Assembly areas with fixed seating, Gymnasia, Grandstand b) Assembly areas without fixed seating
5.00
c) Library reading rooms without book storage
3.00
d) Library reading rooms with book storage
4.00
e) Stack Rooms with shelving units
7.50
f) Auditorium
5.00
g) Conference & meeting rooms
4.00
h) Training centres i) Classrooms Offices:
4.00
5.00 3.00
a) Offices for general use
2.50
b) Offices with fixed computers or similar equipment
5.00
c) File rooms, Filing and storage spaces
7.50
Industrial (Workshops, Factories): a) Factories, Workshops and similar buildings
5.00(*)
b) Maintenance Floors, Boiler rooms, Motor rooms, Fan Rooms including the machinery c) Workrooms, light without storage
7.50(*) 2.50
d) Operating floors/ Platforms, Walkways, Stairs, Landings e) Access Platforms( Without Equipment)
2.50
f) Laboratories Including equipment
3.00
g) Transformer Rooms
10.00
h) Substation Switchgear Room, Electrical Equipment Room
i) Battery Room
5.00
Entire floor slabs shall be designed for minimum of 10kN/m² load or As per the value provided by the Manufacturer of Switchgear / Equipment, whichever is higher. 20.00
(*) Refer Note-3 for Maintenance Vehicles
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APPENDIX –3 (LIVE LOADS ON FLOORS & ROOF)(Contd.) Table-1: Minimum Live Loads on Floor (Contd.) I 2 I
Sl. No. 5
Uniformly Distributed Load (UDL) kN/m2 (Note-1)
Occupancy or Use Storage Warehouses: a) Light
6.00
b) Heavy 6
12.50
Refer Note-3 for Maintenance Vehicles
Misc. Utilities: a) Telephone Exchange
7
Point Load (P) kN(Note-2)
7.50
b) Air-Conditioning(Machine Space)
10.00
c) Elevator Machine Room
7.50
Ramps: a) Vehicular Driveways
12.50(*)
(*) or AASHTO Vehicle Load
b) Side Walkways 5.00 Note-1 : Live load reductions are not permitted. Note-2: Point load shall be considered acting over a minimum area of 300mm x 300mm. Note-3 : For maintenance vehicles, forklift etc. actual w heel loads as per Manufactur er’s catalogues shall be considered wherever applicable.
Table-2: Minimum Live Loads on Roof I 2 I Sl. No. 1
2
3
Uniformly Distributed Load (UDL) ( Note 1)
Point Load (P)
a) Accessible
1.5 kN / m 2 on plan area
1.8 kN
b) Non-accessible Sloping Roof ( 10 30 ):
0.75 kN / m 2 on plan area
0.9 kN
a) Non-accessible
0.75 kN / m 2 on plan area
0.9 kN
Zero Load
-
Linear interpolation between Sl. Nos. 2 & 3.
Linear interpolation bet. Sl. Nos.2 & 3.
Description Flat and Sloping Roof ( 10 ) :
Sloping Roof ( 75 ):
4 Roof slopes ( 30 75 ):
Note 1 : Roof live load reductions are not permitted. Note 2: An additional Wind blown sand load of 0.75KN/m2 due to accumulation on flat roof to be considered as live load. Note 3 : Load due to rain water accumulation shall also be taken into account.
DOC. NO. KOC-C-001
Page 47 of 48
REV. 2
ACKNOWLEDGEMENT I 2 I This KOC Standard (Rev.2) has been approved by the Standards Technical committee (STC) consisting of the following members:Mr. Hamzah Ahmad
Standards Team
Chairman
Mr. Mohd. Emam
Insp. & Corr. (S&EK) Team
Deputy Chairman
Mr. A. Unnikrishnan
Standards Team
Secretary / Member
Mr. Mohd. Aslam Imadi
Tech. Exp. Team
Member
Mr. G. Unnikrishnan
Tech. Exp. Team
Member
Mr. Amer Jaragh
Insp. & Corr. (N&WK) Team
Member
Mr. Gopal Murti
Opns. Tech. Svcs. (WK) Team
Member
Mr. Nandkumar Aravind
HSE Systems Team
Member
Mr. Mohammad Al-Ajmi
Tech. Systems Team
Member
Mr. Haitam Aboughaith
Gen. Projects Team
Member
Mr. Abdulla Al-Yousef
Project Mgmt. (NK) Team
Member
The revision of this Standard (Rev.2) had been circulated to the KOC User Teams for review and the responses were received from the following Teams: GAS OPERATIONS GROUP
AHMADI PROJECTS GROUP
Team Leader Consumer Networks
Team Leader Corporate Project-I
OPERATIONS SUPPORT (GAS) GROUP
HSE GROUP
Team Leader Opns. Tech. Svcs.Gas
Team Leader Safety Team Leader HSE Systems
SUPPORT (NK)
SUPPORT (S&EK)
SERVICES
GROUP
SERVICES
GROUP
Team Leader HSE-NK Team Leader Proj. Mgmt.-NK
Team Leader General Projects
EXPORT OPERATIONS GROUP
OPERATIONS (S&EK)
Team Leader Export Tech. Services. Team Leader HSE-Exp. Opns. & mar. Opns. TECHNICAL SUPPORT GROUP Team Leader Drilling & W/Over Tech. Svcs.-I
SUPPORT
GROUP
Team Leader Maint. Support & Reliability-S&EK Team Leader HSE-S&EK SUPPORT (WK)
SERVICES
GROUP
Team Leader HSE-WK Team Leader Proj. Mgmt.-WK
