KUWAIT OIL COMPANY (K.S.C.)

STANDARDS PUBLICATION

KOC STANDARD FOR

BASIC CIVIL ENGINEERING DESIGN DATA

DOC. NO. KOC-C-001

DOC. NO. KOC-C-001 Page 1 of 45 REV. 1 i

KUWAIT OIL COMPANY (K.S.C.)

STANDARDS PUBLICATION

KOC STANDARD FOR

BASIC CIVIL ENGINEERING DESIGN DATA

DOC. NO. KOC-C-001

STANDARDS DIVISION

DOC. NO. KOC-C-001 -

Page 2 of 45 REV. 1

KOC STANDARD

FOR

BASIC CIVIL ENGINEERING

DESIGN DATA

DOC. NO. KOC-C-001 ( FORMERLY 015-MH-1001 )

ISSUING AUTHORITY:

STANDARDS DIVISION

DOC. NO. KOC-C-001 1 Page 3 of 45 REV. 1

TABLE OF CONTENTS

FOREWORD

SCOPE

APPLICATION

TERMINOLOGY

REFERENCE CODES AND STANDARDS

ENVIORNMENTAL CONDITIONS

HEALTH, SAFETY AND ENVIORNMENT

BASIC ENGINEERING INFORMATION

DESIGN LOADS

DESIGN REQUIREMENTS

MATERIALS

QUALITY ASSURANCE

DOCUMENTATION

APPENDIX - I

Table - l : Presumed Soil Parameters

Table - II : Relative Density 81 Consistency of Soils

APPENDIX - II

TABLES FOR DEAD LOADS OF MATERIALS & BUILDING COMPONENTS

Table - I : Minimum Design Dead Loads For Materials

Table - II : Minimum Design Dead Loads For Building Components

PAGE NO.

5

6

6

6

7

11

11

11

13

20

29

31

32

33

APPENDIX - 111 38

TABLES FOR LIVE LOADS ON FLOORS & ROOF

Table - I : Minimum Live Loads on Floors

Table - II : Minimum Live Loads on Roof

APPENDIX - IV

TABLES FOR WlND VELOCITIES & DYNAMIC WlND PRESSURES

Table - 1 : Beaufort Scale for Wind Velocities

Table - II : Design Wind Speed (Vs) and Design Wind Pressure (q)

Table - 111 : Values of Factor S2

Table - IV : Values of Force Co-efficients (Cfl for Section of Various Shapes

Table - V : Wind Pressure on Buildings and Claddings

Table - V1 : Wind Pressure on Structures

Table - VII : Variation of Pressure on Vertical Cylindrical Surface

NLEDGEMENT

FOREWORD

This KOC Standard has been approved by the Standards Technical Committee and Standards Division for use throughout the corporate engineering and operational functions of Kuwait Oil Company.

This Standard has been issued by the Standards Division in order t o achieve the following objectives :-

a) To provide a series of useful technical information in the form of civil engineering design data for the design of buildings and structures including equipment foundations.

b) To establish design combinations and 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 t o the necessary level of 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. Suggested revisions are invited regarding the technical content of this document and any feedback should be directed to :

Supdt. Standards Division (Chairman Standards Tech. Committee) Engineering Group, K.0.C P.O. Box- 9758, Ahmadi 61008 State of Kuwait

Any exceptions or deviations from this Standard, along wi th their merits and justifications, shall be brought t o the attention of KOC's Controlling Department for the review, consideration and amendment by Standards Division (if required). Compliance with this KOC Standard does not of itself confer immunity from any applicable legal or statutory oblgations.

SCOPE

This Standard specifies the basic requirements for the design of temporary and permanent civil engineering work at the new and existing KOC facilities in Kuwait.

This Standard is intended to cover the basic civil engineering design data and technical information needed for compliance with relevant contractual requirements in the Scope of Work and Technical Specification of the Contract.

APPLICATION

The basic civil engineering data and design parameters applicable for design of any civil engineering work (onshore) shall conform t o the requirements of this Standard and the reference standards / codes mentioned herein.

TERMINOLOGY

Definitions

For the purposes of this Standard, the following definitions apply.

Designer

Person or persons from KOC or firm I company approved by KOC who are undertaking the design of the civil engineering work.

Contractor

Person or persons, firm or company, contracted by KOC, who are undertaking the construction of the civil engineering work.

Dead Load

The permanent load due to the material weights of all load bearing and non- load bearing elements including walls, floors, roofs, fixed partitions, finishes and services, equipment and all other permanent construction.

Live Load

The load assumed t o 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, earthquake load, or dead load.

DOC. NO. KOC-C-001 Page 7 of 45

Wind Load

The load due t o the effect of wind pressure or suction on building, structure and equipment.

Basic Wind Speed

The basic wind speed (V) is the 3-second gust speed estimated t o be exceeded on the average once in 50 years mean recurrence interval wi th an annual probability of 0.02 and at 10 metre ( 3 3 feet ) height above ground in an open, flat terrain ( with scattered obstructions having heights generally less than 10 m 1 and grasslands.

Seismic Load

The load generated by the horizontal movement of mass of building, tall structure and heavy equipment due to the effect of seismic induced ground motion.

Abbreviations

KOC Kuwait Oil Company ( K.S.C. )

HSE Health, Safety and Environment

UDL Uniformly Distributed Load

N-value Number of blows / 300 m m penetration

HVAC Heating, Ventilating, and Air Conditioning

REFERENCE CODES AND STANDARDS

In the event of conflict between this Standard and the standards 1 codes referenced herein, or other contractual or purchase requirements, the most stringent requirement shall apply.

List of Standards and Codes :

The latest edition of the following standards, codes and specifications shall apply :

Standards and Codes

BS 476 Fire Tests on Building Materials and Structures

BS 729 Hot Dip Galvanized Coatings on Iron and Steel Articles

DOC. NO. KOC-C-001 11 Page 8 of 45 11 REV. 1 I BS 1377

BS 1615

BS 2994

BS 4395 ( Part 1 )

BS 4449

BS 4466

BS 4482

BS 4483

BS 4848 (Parts 2&4) BS 4978

BS 5268 (Parts 2-7) BS 5400

BS 5427

BS 5628 (Parts 1-3) BS 5930

BS 5950

BS 6031

BS 6399 ( Part 1 )

BS 7613

Methods of Test for Soils for Civil Engineering Purposes

Method for Specifying Anodic Oxidation Coatings on Aluminium and its Alloys

Specification for Cold Rolled Steel Sections

Specification for High Strength Friction Grip Bolts & associated Nuts and Washers for Structural Engineering - General Grade

Specification for Carbon Steel Bars for the Reinf. of Concrete

Specification for Scheduling, Dimensioning, Bending and Cutting of Steel Reinforcement for Concrete

Specification for Cold-Reduced Steel Wire for the Reinf. of Concrete

Specification for Steel Fabric for the Reinforcement of Concrete

Hot Rolled Structural Steel Sections

Timber Grades for Structural Use

Code of Practice for Structural Use of Timber

Steel, Concrete and Composite Bridges

Code of Practice for Performance and Loading Criteria for Profiled Sheeting in Building

Code of Practice for Use of Masonry

Code of Practice for Site Investigation

Structural Use of Steelwork in Building

Code of Practice for Earthworks

Loading for Buildings - Code of Practice for Dead and Imposed Loads

Hot Rolled Quenched and Tempered Weldable Structural Steel

DOC. NO. KOC-C-001 11 Page 9 of 45 REV. 1

BS 8110

BS 8'1'18 (Parts 1-2) BS CP 3 (Part 2) BS CP 2012 (Part 1) BS EN 10025

BS EN 10027

AASHTO

ACI 315

ACI 318M

ACI 343R

ACI 515.1R

ACI 531

AlSC

AlSC

Specification for Weldable Structural Steels - Hot Finished Structural Hollow Sections in Weather Resistant Steels

Code of Practice for Earth Retaining Structures

Code of Practice for Foundations

Code of Practice for Design of Concrete Structures for Retaining Aqueous Liquids

Code of Practice for Protection of Structures against Water from the Ground

Structural Use of Concrete

Structural Use of Aluminium

Code of Basic Data for the Design of Buildings - Chapter V Wind Loads

Code of Practice for Foundations for Machinery - Foundations for Reciprocating Machines

Hot Rolled Products of Non-Alloy Structural Steels - Technical Delivery

Designation System for Steel

American Association of State Highways and Transportation Officials

Details and Detailing of Concrete Reinforcement

Building Code Requirements for Reinforced Concrete

Analysis and Design of Reinforced Concrete Bridge Structures

A Guide tq the Use of Waterproofing, Dampproofing, Protect- tive and Decorative Barrier Systems for Concrete

Building Code Requirements for Concrete Masonry Structures

Manual of Steel Construction - Load and Resistance Factor

Manual of Steel Construction - Load and Resistance Factor Design. Vol. Il - Connections

DOC. NO. KOC-C-001 11 Page 10 of 45 II REV. 1 I AlSl

AITC

ANSI/ NFPA 251

ASCE 7-931 ANSI A58.1

ASTM A36

ASTM A307

ASTM A449

ASTM A490

AWS D1. l

IS0 9000

IS0 9194

UBC - 97 (Vol. 2)

Light Gauge Cold Formed Steel Design Manual

American Institute of Timber Construction - Timber Construction Manual

Methods of Fire Tests of Building Construction and Materials

Minimum Design Loads for Buildings and Other Structures

Specification for Carbon Structural Steel

Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

Specification for Quenched and Tempered Steel Bolts and Studs

Specification for High Strength Steel Bolts, Classes 10.9 and 10.9.3 for Structural Steel Joints ( Metric )

Structural Welding Code

Quality Management and Quality Assurance Standards - Guide lines for Selection and Use

Basis for Design of Structures - Action due t o Self Weight, Non-Structural Elements and Stored Materials - Density

Uniform Building Code, Vol. 2 - Structural Engineering Design Provisions

KOC Standards

KOC-C-002 Engineering Design Basis for Civil and Structural Works ( to be issued )

KOC-C-003 KOC Standard for Geotechnical Investigation ( Onshore )

KOC-G-007 KOC Standard for Basic Design Data

In addition, all permanent work shall conform t o the requirements of National Standards and local regulations which are more stringent than those described in KOC Standards and I or international standards mentioned above in para 4.2 of this Standard.

DOC. NO. KOC-C-001 1 Page 11 of 45 Y REV. 1

ENVIRONMENTAL CONDITIONS

For enviornmental conditions in Kuwait, refer t o 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.

HEALTH, SAFETY AND ENVIRONMENT

The design shall conform t o the necessary health and safety procedures t o protect personnel and surrounding environment within KOC facilities for any civil engineering work.

All relevant safety requirements of the KOC Fire & Safety Regulations and the KOC's HSE policy shall be adhered to while performing within KOC areas.

BASIC ENGlNEERlNG INFORMATION

Topography

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.

For ease of reference, the Site formation level shall generally be considered as Site "grade" level equal to EL.lOO.OO m. The relationship of this level with the Mina Ahmadi Construction Datum (MACD) shall be established by the designer / contractor.

The Site co-ordinates ( Northing & Easting ) shall be established with reference t o Universal Transverse Mercator (UTM) Zone 38, World Geodesic System (WGS) at the time of topographical survey and shall be verified further for each unit area(s) or zone(s) by the contractor prior t o commencement of any work. Finished levels of buildings, structures and equipment shall conform t o the requirements described in KOC Standard "Engineering Design Basis for Civil and Structural Works" (KOC-C-002). However as a general guideline, the buildings shall be paved with concrete 300 m m above grade. Top of concrete for base plates of steel column and underside of equipment shall be kept 450 m m above grade.

Climatic Conditions

For climatic conditions of the Site, reference shall be made t o the relevant clauses of KOC Standard for " Basic Design Data" ( KOC-G-007 ).

Wind I Seismic Data

The maximum basic wind speed : 45 m/s or 162 kmlhr.

As Kuwait falls within seismic probability zone 1, seismic condition should be ons side red (if required) in the design in accordance with Uniform Building Code, Vol. 2 wi th

a. zone factor (Z) = 0.075.

b. site coefficients (Si or S2) = 1.0 t o 1.2 depending on soil condition at Site. NOTE In Kuwait, the seismic condition will not govern generally over wind induced load condition in design for most cases except for highrise buildings, tall structures and very heavy equipment.

Precipitation

Kuwait is subject to heavy rainfall and thunderstorms with a. annual maximum rainfall : 200 mm;

b. design storm : 11 5 mm/hr falling uniformly for 30 minutes.

Soil Parameters

The design of any structure shall be made on the basis of the recommended soil parameters and allowable bearing pressures from the final Geotechnical Repon of the Site.

However, based on any preliminary geotechnical investigation or prior knowledge of the soil conditions of the area, the presumed soil parameters shall be used for initial planning 1 design of any work wi th the designer's judgement as given in Table I, Appendix I. The relative density of sandy soils in terms of the standard penetration tests and 1 or the consistency of silty I clayey soils by undrained shear strength shall be assessed as given in Table II, Appendix I in accordance with BS 5930.

Notwithstanding the above requirements, allowable net soil bearing pressures for pad 1 isolated foundations in dry condition may be taken for preliminary design subject t o verification at Site as follows:- a. 50 kN 1 m2 at a depth of 450 m m below the natural ground level.

b. 150 kN I m2 at a depth of 1000 m m below the natural ground level.

DESIGN LOADS

DOC. NO. KOC-C-001

Dead Loads

General

Page 13 of 45

.lead 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 Tables I & II, Appendix4 in accordance with ANSI A58.1.

REV. 1 I

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.

Plant Equipment Loads

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 is the empty load plus the weight of liquid at maximum operating level.

c. The test load is the empty load plus the weight of test water, including the effective weight of water in the attached operating lines.

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 I m2 per conduit level on the raceway area.

Live Loads

Minimum Floor Loads

The live loads on floors shall be the maximum loads likely t o be produced by the intended use or occupancy of buildings and other structures but shall in no

.-I_

DOC. NO. KOC-C-001 Page 14 of 45 REV. '1

case be less than the minimum uniformly distributed static loads ( UDL ) per square metre of plan area specified in Table I of Appendix - Ill. Wherever concentrated loads are specified, they shall be considered to produce the worst effect.

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 t o 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 I m2.

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 1 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.

Handrails and Parapets

For handrails (both exterior and interior) and parapets, a vertical and lateral load of 0.75 kN 1 m acting simultaneously at level of railing or coping.

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 static loads (UDL) measured per square metre of plan area or the point load wherever specified, as given in Table I1 of Appendix Ill.

Impact Loads

Elevators and Machinery

For purposes of design of supporting structures with impact allowance, the weight of the machinery including moving loads shaH 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 %

DOC. NO. KOC-C-001 11 Page 1 5 of 45 11 REV. 1 I 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 forces set up by vibration, shock from slipping of slings, kinetic action of acceleration and retardation and impact of wheel loads given in Table I as follows :

Table I : Minimum Impact Loads

11 I percentage of the combined weight of crab 1 I 11 I and the lifted load only, applied one-half at I I the top of each rail in either direction. c Note 2 / I 11 3 1 Longitudinal Force along the rails taken as the I 10 % I 10 % percentage of the mkimum static wheel loads of the crane applied one-half at the top of the rail in either direction. I Note 2 1

Note 1- Special design criteria should be recommended for very heavy cranes, high speed operation or muttiple cranes on a single gantry and the crane manufacturer shall be consutted for forces and force combinations.

Note 2 - The horriontal forces in St. No. 2 & 3 above will not act together at the same time.

Wind Loads

Design wind speed Vs = V. Si. S2. S3 as per BS CP3: Chapter V, where V is the basic wind speed and Si, S2, S3 are the design wind speed factors.

The maximum basic wind speed ( V ) shall be considered in accordance with clause 7.3.1 of this Standard or in conformity with the relevant clause of KOC Standard KOC-G-007.

The design speed factors shall be as follows:

Si ( Topography factor ) = 1.0

S2 (Ground roughness, building size and height above ground factor) varies. Refer Table III of Appendix IV for ground roughness cntegory (1) - open country with no obstructions for appropriate values.

S3 ( Statistical factor ) = 1.0 for permanent works

= 0.88 for temporary works

DOC. NO. KOC-C-001 1 Page 16 of 45 11 REV. 1 Values of design wind speed Vs shall be modified with the appropriate factors of S2 and S3 .

Design dynamic wind pressure ( q ) above atmospheric pressure shall be estimated from the design wind speed (Vs) as per the following relationship :- q = k. (vs)* where k = 0.613, Vs in m I s & q in N I m2, in SI units.

k = 0.0625, Vs in m 1 s & q in kg 1 m2, in metric units. k = 0.00256, Vs in mile 1 hr & q in Ib/ft2, in imperial units.

Table II of Appendix IV represents the above in SI units for a given range of values Vs versus q.

Design wind loads ( F ) shall be calculated from the following relationship :-

F = Cf. q. Ae where q = Design dynamic wind pressure Cf = Force co-efficient in the direction of Force ( F ) Ae = Effective frontal area of building, structure or

components.

Refer relevant tables IV thru VII of Appendix IV for the design wind loads on the structures / buildings as per the conditions i.e. on the basis of type, shape, size, height, permeability and claddings. For the force co-efficients of open type structures ( single / multiple frames) and closed multi-bay structures, refer appropriate tables of BS CP3 to account for solidity ratios and shielding factors in the design.

However, the alternative design procedure for wind loads may be considered as described in the equivalent codes (ASCE-7IANSI 58.1 IUBC 97) referenced in this Standard.

Machine Induced Dynamic Loads

Dynamic loads generated by reciprocating and rotary machines having low to high frequency ranges shall be furnished by the approved machine supplier I manufacturer to design a safe foundation or structural support for the equipment.

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 ).

DOC. NO. KOC-GOO1 Page 17 of 45 REV. 1 I

Weight of motor and rotor components.

Position of center of gravity of masses in the three major planes. Magnitude and direction of out-of-balance forces and couples at primary and secondary speeds.

Points of application of out-of-balance forces.

Mass moment of inertia of driving and driven masses in the three major planes.

Loads due to dynamic short circuit conditions.

Loads due to hydraulic, thermal or surge effects from pumps or compressors.

Loads due to an abnormal sudden stoppage.

Recommended maximum amplitude limits.

Pipeway Loads

Pipeway loads for pipes upto 300 mm (12 in) diameter on grade and elevated levels shall be estimated as follows :-

a. Vertical Test load on foundation I structure supporting pipes :

i) Dead load plus weight of water in full pipes for pipes < 4 Nos.

ii) Dead load plus half (112) weight of water in full pipes for pipes > 4 Nos., when applied to produce maximum stresses, unless operating load is greater.

b. 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.

c. 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

I DOC. NO. KOC-C-001 11 Page 18 of 45 REV. 1 - -

ii) 10% of piping vertical loads from four (4) bays length, or

1 iii) 4 0 kN ( to be applied at the mid-span of beam ) NOTE Anchor force shall be considered in addition t o the horizontal friction load on the main beams.

8.6.2 Pipeway loads on elevated pipe racks, in addition t o the above requirements in para 8.6.1, shall satisfy the following for the design of pipe racks :-

a. Minimum vertical load as UDL = 1.7 kN / m2 on plan area.

b. Vertical load on longitudinal tie beams as point load = 1 5 kN at mid-span.

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 m m (12 in) diameter, individual design conditions

shall be investigated separately by the designer / contractor.

8.7 Friction Loads

8.7.1 Friction loads due to expansion shall be estimated as the co-efficient of friction multiplied by the operating weight at pipe supports or sliding bearings or horizontal vessels or heat exchangers.

8.7.2 The co-efficient of friction ( p 1 between t w o contact surfaces shall be considered as given in Table I1 :-

Table I1 : Co-efficient of Friction

4 I " Lubrite " to Steel 0 .15 5 PTFE to Stainless Steel 0 .15 6 Teflon to Teflon n nn

( Mating surfaces of stainless steel shall be mirror polished. Contact pressure shall be between 1 0 - 25 N / mm2. )

REV. 1

Bundle Pull-Out Loads ( For Heat Exchangers 1

For removal or replacement of tube bundles from heat exchangers, the horizontal force shall be taken equal t o the greatest of :-

a. The weight of the bundle if loosening devices are supplied and used.

b. 150% of the weight of the bundle i f no loosening devices are provided.

c. 10 kN as a minimum load.

NOTE Bundle pull shall be considered for design of equipment supports only.

Temperature Loads

Temperature 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 t o the supports.

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 15OC. Refer KOC-G-007, clause 5.1 for maximum sunlight and shaded temperature.

Wherever applicable, a temperature variation of + 30C shall be taken for calculating pipe and vessel expansions unless otherwise specified.

Vehicular Loads

For suspended concrete paving, cover slabs and removable cover slabs for trenches, which are accessible to the vehicles, the vehicular loads shall be as follows :-

a. In main roadways, 11 2 kN wheel loads at 900 mm centres wi th four (4) wheels maximum per axle. The contact area of tyre shall be taken as 75 m m x 380 mm.

b. In paved areas but not in main roadways, 50 kN wheel loads ( including 25% impact) arranged as above (a).

In other paved areas which are not accessible t o 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 t o produce maximum effect and a UDL of 5 kN / m2 .

DOC. NO. KOC-C-001 Pane 20 of 45 I REV. 1 I b. For removable cover slabs for trenches, a 1 0 kN point load on an area of

300 mm square placed at a point to produce maximum effect.

In offsite and unpaved areas with no vehicular access, the design load for cover slab shall be a UDL of 5 kN I mZ over the slab area.

Fire Loads

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 i.e. weight x calorofiic value per unit weight.

Fire loads are expressed in relation t o floor area as MJ 1 m2 or MCal I mZ but are converted to an equivalent weight of wood expressed as " Kg - wood / sqm " (1 kg wood = 18 MJ) and given in Table Ill as follows:- Table Ill : Specific Fire Loads

-

Office Buildings 2 5 0 - 350 300

11 3 i ~ o s p i t a y Wards I 2 5 0 11 4 Stores 3 5 0 5 Ware Houses > 2000

(having combustible materials) 1'

MJ = Mega Joules; MCal = Mega Calories

Unusual Loads

Unusual loads ( blast, 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.

DESIGN REQUIREMENTS

Load Combinations

Buildings

a. Dead Load + Live Load

b. Dead Load + Live Load + Wind Load ( 100% )

c. Dead Load + Wind Load ( 100% )

9.1.2 Structures Supporting Cranes, Monorails, Hoists

a. For Roof Design

i Dead Load + Roof Live Load + (Crane Lateral Load + Moment due t o Crane Load Eccentricity) * ( * for rigid frames only )

ii) Dead Load + Roof Live Load + Wind Load ( 100% ) + ( Crane Lateral Load + Moment due to Crane Load Eccentricity) *

iii) Dead Load + Wind Load ( 100% )

iv) Dead Load + Wind Load ( 100% ) + ) + ( Crane Lateral Load + Moment due to Crane Load Eccentricity) *

b. For Roof Leg Design

i Dead Load + Live Load + Crane Lateral load + Moment due to Crane Load Eccentricity

ii) Dead Load + Live Load + Crane Lateral Load + Moment due t o Crane Load Eccentricity + Wind Load ( 50% )

iii) Dead Load + Live Load ( 50% ) + Crane Lateral Load ( 50% + Moment due to Crane Load Eccentricity + Wind Load ( 100% )

iv) Dead Load + Live Load + Moment due t o Crane Load Eccentricity + Wind Load ( 100/~ )

V) Dead load + Wind Load ( 100% )

c. For Design of Columns ( Outer & Crane Leg ) and Foundations

i) Dead Load + Live Load (* *) + Crane Lateral load + Moment due t o Crane Load Eccentricity

ii) Dead Load + Live Load (* *) + Crane Lateral load + Moment due t o Crane Load Eccentricity + Wind Load ( 50% )

iii) Dead Load + Wind Load ( 100% ) (**Includes maxm. crane load wi th impact)

d. For Design of Crane Girder ( with maximum of t w o cranes )

i) One Crane Loaded + Crane Lateral Load

ii) One Crane Loaded + Crane Lateral Load + One Crane Unloaded

DOC. NO. KOC-C-001 I/ Page 22 of 45 REV. 1 iii) Two Cranes Loaded ( *) +Lateral Load ( from heavier crane only )

( * No vertical impact to be considered )

Structures Supporting Equipment ( Open Frame Type )

a. Erection Condition :

Empty Load + Wind Load ( 100% )

b. Test Condition :

Test Load + Live Load ( 50% ) + Wind Load ( 50% 1

c. Operating Condition :

Operating Load + Live Load (100%) + Friction Load +Wind Load ( 100% ) Horizontal Vessel and Exchanger Supports

a. Empty Load + Transverse or Longitudinal Wind Load ( 100% )

b. Operating Load + Transverse or Longitudinal Wind Load ( 100% )

c. Operating Load + Friction Load + Temperature Load

d. Operating Load + Friction Load + Temperature Load + Transverse or Longitudinal Wind Load ( 100% )

e. Empty Load + Bundle Pull-Out Load ( For exchanger supports only

Vertical Vessel Supports ( Tall )

a. Erection Condition :

Empty Load (excluding attachments & internals) + Wind Load Erection Loads ( temporary )

b. Test Condition :

Test Load +Live Load ( 50% 1 + Wind Load ( 50% )

c. Operating Condition :

i) Operating Load + Live load ( 50% 1 + Wind Load ( 100% 1

ii) Operating Load + Live load ( 50% ) + Wind Load ( 100% ) + ( Impact Load + Vibratory Load ) * ( * wherever applicable )

iii) Operating load + Live load (50%) + (Impact Load + Vibratory Load) + Thermal Load (*) ( * wherever applicable )

d. Shutdown Condition :

Empty Load (excluding removal internals)+ Live Load + Wind Load (100%)

1 9.1.6 Pipeway Supports / Piperacks a. Operating Load + Live Load + Transverse Wind Load ( 100% )

b. Operating Load + Live Load + Horizontal Friction Load

c. Operating Load + Live Load + Horizontal Friction Load + Horizontal Anchor Force + Transverse Wind Load ( 100% )

d. Operating Load -t Live Load + Horizontal Friction Load +Temperature Load

1 9.2 Stability Ratios 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 IV : Minimum Stability Ratios

11 SI. No. 11 Service Condition 11 Minm. Ratio 11 11 1 I Erection I 1.40 11

9.2.2 Where local regulations defines higher values, those values shall be used.

9.2.3 Allowance shall be made for any buoyant effects of a high ground water table.

9.3 Contact Pressure Under Base Plates

The maximum concrete stress beneath base plates shall be limited to 8 N/mm2 for sand / cement grout and 12 N / mm2 for proprietary high strength grout.

9.4 Deflection Limits

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.

2 3 4

Hydrostatic Test Operating Shut Down

1.40 1.75 1.75

DOC. NO. KOC-C-001 Page 24 of 45 REV. I

9.4.2 The recommended deflection limits for certain structural members shall be followed as specified in Table V below :-

Table V : Maximum Deflection Limits of Structures & Building Components

Structural Members

structural Members.

a. Cantilever Beams b. Beams I general ) c. Beams supporting equipment d. Purlins and side airts Structural Frames:

e. 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 attached t o non-structural elements likely t o be damaged by large deflections.

b. Floors not supporting or attached t o non-structural elements likely t o be damaaed bv larae deflections.

Building Components

a. Roof or Floor construction supporting or attached to non-structural elements likely t o be damaged by large deflect- ions.

b. Roof or Floor construction supporting or attached t o non-structural elements no t likely t o be damaged by large deflections.

Effect on Non-structural Elements :

a. Walls Masonry & Plaster Metal & Temporary Partitions

b. Lateral sway of building frames

c. Ceiling Plaster Acoustic Tiles

Deflection Limits

Vert. Deflection Gv)

6v = L 1 4 0 0 6v = L 1 3 0 0 6v = L 1 4 5 0 6v = L 1 200

Hor. Deflection (I%)

6v = L1600 or 7.6mm 6v = L1240 or 2 5 mm

a= H 1500 or 4 mr. I storey

6v = L 1 360 & = L 1 1 8 0

Remarks

*L = Length of beam or canti- lever

" H = Height of frame.

Immediate defl- ection due t o Live Load. No ponding effect.

. same -

Total deflection

- same -

Addl. defl. aftel the walls are constructed. Sustained Wind Load.

Addl. defl. aftel ceiling is built.

9.5 Vibration Limits

9.5.1 The vibration limits due to dynamic loads of reciprocating and rotary machines shall be in compliance with the manufacturer's recommendations.

!n their absence, to avoid resonance condition with the operating frequency of +he vibrating machine especially compressors, the design shall conform to the "ecommended values limiting natural frequency and amplitudes of the foundation system including soil as given in Tables VI & VII :-

Table VI : Allowable Frequency Limits -

SI. No. -

1

2

-

!, Reciprocating Machine :

a. The Lowest Natural Frequency ( fn 1

Remarks Description Frequency Limits

< 0.5 x Frequency of Exciting Force

I I

Rotary Machine :

Undertuned foundation

b. The Highest Natural Frequency ( fn 1

a. The Lowest Natural Frequency ( fn

> 2.0 x Frequency of Exciting Force

Overtuned foundation

c 0.8 x Frequency of Exciting Force

Table VII : Allowable Am~li tude Limits (Maximum at bearing level of foundation.)

Undertuned foundation

b. The Highest Natural Frequency ( fn 1

Description Eq=---

> 1.2 x Frequency of Exciting Force

Overtuned foundation

1

a. For Low Frequency ( speed range I 1500 rpm 1

I

Reciprocating Machine

2

b. For Medium Frequency ( 1500 < speed range I 3000 rpm 1

Rotary Machine :

c. For High Frequency ( speed range > 3000 rpm 1

Vertical Amplitude ( in microns )

Horizontal Amplitude (in microns)

DOC. NO. KOC-C-001 11 Page 26 of 45 11 REV. 1 I 9.6 Noise Limits

9.6.1 Noise levels from all sources (external and internal) should not exceed the recommended values in plants and buildings as given in Table Vlll :-

Table Vlll : Maximum Noise Levels

held) 3 Private offices 4 5 4 Offices & Conference Rooms where a high standard 35

I is required. 5 Medical Rooms 4 5 6 Recreation Rooms 5 0 7 Dining Rooms 55 8 Wash Rooms & Toilets 60

9.7 Corrosion Limits

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 specially in marine conditions, which are not found so far very significant affecting design conditions. Corrosion due t o presence of hydrocarbons and corrosive chemicals shall be examined separately and specified according to the international I national and or local requirements.

9.7.2 However, the corrosion rate of steel due t o atmospheric ( marine I industrial ) conditions and fluctuation of water shall be limited t o the following values in Table IX :-

Table IX : Allowable Corrosion Rates

a. Below seabed b. Fully immersed zone c. Splash zone

< 0.01 - 0.02 on total thickness c 0.08 1 each face exposed to seawater c 0.15 / each face exposed t o seawater

d. Atmospheric zone < 0.05 - 0.10 1 each face exposed I Freshwater : a. Below bed level Negligible b. Fully immersed zone 0.05 - 0.10 per exposed tide

3 Atmosphere c 0.05 - 0.10 1 each face exposed 4 Undisturbed Natural Soil ( excluding Negligible

I contaminated, disturbed and landfil (

I DOC. NO. KOC-C-001 1 Page 27 of 45 11 REV. 1 9.7.3 To reduce corrosion of concrete members in aggressive environments, the

calculated maximum crack widths shall not exceed 0.3 mm.

9.8 Module Sea Transportation

The design criteria for module sea transportation shall be in conformity with the following Table X :-

Table X : Design Criteria for Module Sea Transportation

Roll Accelaration i 0.5g at base, increasing 0.0159 for each 11 ( Transverse ) I metre above the base. 11 3 Pitch Accelaration 1 0.39 at base, increasing 0.01g for each

Note 7 - The simuttaneous effects of Roll & Heave and Pitch & Heave shall be considered. Roll & Pitch shall not be combined together.

9.9 Fire Rating

9.9.1 Industrial and service buildings shall be designed 1 constructed with the materials having the following fire ratings I fire resistance not less than the recommended values given in Table XI on the basis of designated zones of the facilities wherein they are to be located :-

Table XI : Minimum Fire Ratings of Building Components

1 a. External Walls 1 2 Hrs. I BS 476 b. Internal Partition Walls 2 Hrs. Walls separating control room,

switch room, battery room, test room I laboratory and other areas of potential higher fire risks.

c. Other Internal Walls and Offices, mess rooms, toilets and

Table XI : ( Contd )

SI. No. =

2

3

4

5

6

B. 1 2

3 4

a.Reinforced Concrete, insulated 2 Hrs. & weatherproofed

b. Other Type of Construction I 1 Hr. flame spread

I

Doors :

a. External Doors - Metal I Hardwood - Flush doors

2 Hrs. 2 Hrs

b. Internal Doors - All doors in item l ( b ) above 1 Hr. - All other doors in item l ( c ) -----

above. Window Frames : I a. Steel 1 2 Hrs. b. Timber 2 Hrs. Glazing for external windows 2 Mrs.

- Wired alass ( 6.5 m m thick 1 I Buildings in Non-hazardous Zones 1 Walls same as A. 1 - same as A. 1 Roof & Roof Coverings

- Anv T v ~ e of Construction I 1 Hr. Suspended Ceilings I - same as A.3 Doors :

a. External Doors - Metal 1 Hardwood 1 Flush 1 Hr.

b. Internal Doors - same as A.4(b) Window Frames :

a. Metal I Hardwood 1 Hr. b. Aluminium ( anodized 1 I 1 Hr. Glazing for external windows :

a. Wired glass ( 6.5 m m thick 1

Remarks

Control building

All other buildings; BS 476 ( Part 3 ~ ) Supporting components to be metals or hardwood or treated softwood giving equivalent fire retardant properties.

- same as item A. 1 (b). No special requirements for item A. l (c) .

BS 990 Module 4 or equal. Hardwood

--------

- same as A. 1

BS 4 7 6 ( Part 3) - same as A.3

- same as A.4(b)

-----

BS 1615 , minm. thickness grade AA5 or equal.

Control room & ancillary rooms associated wi th control room. Other buildinas.

DOC. NO. KOC-C-0 Page 29 of 45

MATERIALS

Structural Concrete

The characterestic cube strengths of normal concrete ( made with natural aggregates and having a density of 23 kN I m3 or more ) at 28 days which are generally specified for reinforced concrete are given in Table XII, together with their related cube strengths at other ages.

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 XI1 :-

Table XI1 : Strength of Concrete

Note 7- Values of concrete grades under parenthesis are designated as per Kuwait Ministry of Public Works I MPW I.

The static modulus of elasticity of lightweight concrete having an air dry density between 14 to 23 kN I m3 shall be modified by multiplying the values in the above Table XI1 by ( Dc/23)* where Dc is the density of the lightweight concrete in kN I m3.

The other elastic properties and thermal expansion of normal concrete shall be considered as follows :-

a. Poisson's Ratio = 0.20

b. Shear Modulus ( G ) = 0.42 Ec c. Co-efficient of Linear Thermal Expansion ( m) = 12 x 10 E-6 1 OC Reinforcement

The characteristic yield strength of reinforcements (fy) shall be followed as given in Table Xlll in accordance with BS or ASTM standards :-

DOC. NO. KOC-C-001 I/ Paae 3 0 of 45 11 REV. 1

Table Xlll : Strength of Reinforcement

1 Deformed Bars I ( ( 60 ksi 1 I (Grade 60) - ASTM 61 5 3 1 Steel Wires, cold I Up to and 1 460 I BS 4482 I reduced I including 12 1 ( 70 ksi 1 1 ASTM A82

The modulus of elasticity and thermal expansion of reinforcements shall be generally as follows :-

a. Modulus of Elasticity ( Es ) = 200 kN / mm2

b. Co-efficient of Linear Thermal Expansion ( as ) = 10 x 10 E-6 / "C

Anchor Bolts

All anchor bolts shall conform t o ASTM A307 or equal with an allowable tensile stress of niininwm 140 N / mm2 ( 20 ksi ) on net tensile areas. Anchor bolts for equipment shall be specified by equipment manufacturers for the allowable tensile stress conforming to the relevant ASTM specification.

All anchor bolts shall be hot dip galvanized in conformity with BS 729.

Structural Steel

Structural steel with 250 N I mm2 ( 3 6 ksi ) yield stress shall conform to the requirements of ASTM A36 or BS EN 10027 grade S275 JR or equal for shapes and plates. The structural pipes shall conform t o ASTM A53, Grade B or equal. The allowable stresses shall be followed in accordance with latest AlSC Manual of Steel Construction or equivalent BS Standards.

Structural steels with 345 N I mm2 ( 50 ksi ) yield stress which are widely used for economy replacing ASTM A36 in many applications shall comply with ASTM designations as follows :-

a. ASTM A572 high strength low alloy structural steel for most applications.

b. ASTM A529 high strength carbon manganese structural steel for thin plate members.

c. ASTM A242 and A588 high strength low alloy structural steel for atmospheric corrosion resistance.

Structural Bolts

Ordinary bolts shall comply with strength Grade 4.6 in conformity with the requirements of ASTM A 307 or IS0 225, IS0 885, IS0 888 & IS0 4759 / 1 replacing BS 41 90.

High tensile bolts shall comply with Grade 8.8 in conformity with the requirements of BS 3692 or ASTM A325 1 ASTM A490.

High Strength Friction Grip (HSFG) bolts shall comply with Grade 10.9 in conformity with the requirements of BS 4395, Part 1, General Grade or ASTM A449.

All bolts shall be hot dip galvanized in comformity with BS 729.

Aluminium

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 8118 (Part 1). The other physical properties of aluminium members of standard alloys shall be taken as follows:-

a. Density = 27 kN I m3

b. Modulus of Elasticity ( EAL) = 70 kN 1 mm2 c. Modulus of Rigidity ( GAL ) = 26.6 kN I mm2

d. Co-efficient of Linear Thermal Expansion ( O~AL ) = 23 x 10 E-6 / OC

Timber

The allowable stresses and modulus of elasticity for timber grades corresponding to various strength classes (SC1 to SC5) shall comply with the requirements of BS 5268 (Part 2). QUALITY ASSURANCE

The contractor I manufacturer shall operate a quality system preferably based on IS0 9000 series of standards to satisfy the requirements of this srtandard. The contractor 1 manufacturer shall demonstrate compliance by providing a copy of tne accredited certificate or the contractorlmanufacturer's quality manual. Verification of the contractor's 1 manufacturer's quality system is normally part of the pre-qualification procedure, and is therefore not detailed in the core text of this Standard.

DOCUMENTATION

DOC. NO. KOC-C-001 -

General

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.

Page 32 of 45

All dimensions, units of measurement, physical constants etc. shall be in SI units, unless otherwise specified.

REV. 1

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.

In addition t o the hard copies, all documents (texts, specifications, data sheets, drawings etc.) shall be provided wi th electronic files in the approved softwares ( MsWord, Excel, Auto Cad etc. ). Design calculations shall be submitted in the approved and widely used softwares, agreed by KOC.

1 13.0 APPENDIX - I Table I : Presumed Soil Parameters

Descriptions

Static Properties Of Soils Allowable Gross Soil Bearing Pressure for non-cohesive sandy soils ( Ps in kNI m2 I :

a. Loose sand ( 4 c N c 1 0 ) b. Loose sand with gravel ( 10 c N < 2 0 1 c. Medium dense sand ( 15 < N c 3 0 1 d. Medium dense sand ( 2 0 c N < 3 0 1

with gravel e. Dense compact sand ( 30 c N < 5 0 1

( ~ o t e 7 I

Bulk density of sandy soil ( y in kN I m3 Angle of internal friction of sandy soil ( + 1 Cohesion of sandy soil ( C in kN 1 mZ ) Co-efficient of active earth pressure ( Ka ) Co-efficient of passive earth pressure ( K p ) Co-efficient of permeability ( K in m I s ) :

a. Gravel b. Clean sand c. Silt

Dynamic Properties of Soils Dynamic Shear Modulus ( G in kN 1 m 1:

a. Medium dense sand * b. Dense sand c. Stiff Clay d. Medium .dense gravel Poisson Ratios ( p :

a. Medium dense sand or gravel b. Dense sand or gravel c. Silt d. Clay (Partially saturated 1 saturated) Co-efficient of Elastic Uniform Compression

a. Loose sand ( Ps 5100 kNlm2) b. Medium dense sand ( Ps = 200 kNlm2 1 c. Dense compact sand ( Ps= 300 kN/m2 1

Presumed Values

d. Very dense sand ( Ps > 300 kNlm2 1 I Co-efficient of Elastic Non-uniform Compression : Co Co-efficient of Elastic Uniform Shear : Cr Co-efficient of Eiastic Non-uniform Shear : Cp

Remarks

-

Width of foundation not less than 1.0m. Groundwater level assumed at a depth not less than below the base of the

foundation. Note 7: N denote Nos. of blows to effect ksf 300mm penelretion of split spoon sampler in SPT tests.

Applicable for low strain amplitude.

For shallow depths

* ( see Note 2 1

13.0 APPENDIX - I ( Contd. )

Table I I : Relative Density & Consistency of Soils

Description

Relative Density of Sands & Gravels :

a. Very Loose b. Loose c. Medium Dense d. Dense e. Very Dense

Consistency of Cohesive Soils :

a. Very Soft

b. Soft

c. Firm

d. Stiff

e. Very Stiff or Hard

Plasticity of Silt & Clay: "

a. Low Plasticity b. Moderate Plasticity c. Medium Plasticity d. High Plasticity e. Very High Plasticity f. Extremely High

Plasticity

Values --P

SPT N-values (BIOWS / b s t 300 rnrn penetration 1

Undrained Shear Strength ( kNlsqm ) :

Range of Liquid Limit ( i n % 1

Remarks

( Immediate Test 1

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 no t be moulded in the fingers.

e. Brittle or very tough.

* Classification of silt and clay both alone or in mixtures wi th coarser material.

1 14.0 APPENDIX - II TABLES FOR DEAD LOADS OF MATERIALS & BUILDING COMPONENTS

Table I : Minimum Design Dead Loads For Materials

!I No. 11 11 k~ l m 3 11 I i " 1 Aluminium 2 Bituminous Products: a. Asphaltum 12.89 b. Pitch 11.00 c. Tar

3 Cast-stone Masonry 22.92 ( cement, stone, sand 1

a. Stone ( including 23.00 gravel 1

b.0ther light aggregate 1 1.14 - load bearing 16.71

7 Concrete, Plain :

11 1 aggregate, non-load 1 8.00 - 11 a. Vermiculite & Perlite 4.00 bearing

8 I Concrete, Reinforced : I 1 1 Stone (including gravel) 1 2;:;; 1 9 Cork, Compressed 10 Earth (Not submerged):

a. Clay, dry 10.00 b. Silt, wet 15.30 c. Sand, dry 15.82 d. Sand & gravel mix, 17.50

dry -

11 Gravel, Dry 16.55 12 Gypsum Wallboard 7.96

Lime, Hydrated Masonry, Ashlar :

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

Petroleum

a. Petroleum, crude b. Petroleum, refined c. Petroleum, benzene Plaster Cement

plywood- Seasoned Wood:

a. Fir, Douglas b Greenheart c. Pine, southern yellow d. Redwood

Steel, Cold drawn Timber:

a. Softwood b. Hardwood

_I

Unit Wt. kN I m3 P

7.16

26.26 27,55 22.92

19.10 22.30 15.92 20,70 17.50 7.17

8.75 7.96 7.32

19.10

5.73

5.42 11 .O (av) 5.90 4.45

77.84

7.91 9.89

DOC. NO. KOC-C-001 Page 36 of 45

14.0 APPENDIX - II ( Contd. )

Table ll : Minimum Design Loads For Building Components =

1 SI. No. P

Tvpe of Component n Unit Wt . . I Nlm2 Ceilings :

a. Acoustical Fiber Tile b. Gypsum Board ( 3 mml c. Mechanical Duct

allowance d. Suspended Channel

System e. Suspended Metal Lath

& Gypsum Plaster

Coverings. Roof & Wall :

a. Cement Tile b. 3-Ply Ready Roofing c. 4-Plv Felt & Gravel d. PI; Felt & Gravel 291.1 Deck Metal :

a. 20 Gage 121.3 145.6

Fiber Board (1 2 mrn )

(per 10 m m thickness) a. Fibrous Glass b. Fiber Board c. Polystyrene Foam d. Urethane Foam with

skin

a. Bituminous Gravel Covered

b. Bituminous Smooth Surface

c. Liauid Applied d. single-ply' Sheet 34.0 Floor Fill (per mm) : a. Lightweight Concrete b. Sand c. Stone Concrete

_;I

SI. Vo. -

10

Type of Components

Floors & Floor Finishes :

a. Cement Finish ( 2 5 mm) on Stone Concrete Fill

b. Ceramic or Quarry Tile ( 2 0 m m I on 25 m m thick mortar bed

c. Marble & Mortar on Stone Concrete Fill

d. Hardwood Flooring ( 2 0 m m l

Finishes, Terrazo :

a. Terrazo 38 rnm 1 directly on Slab

b. Terrazo ( 25 rnm 1 on Stone Concrete Fill

Clay Tiles :

b. 150 m m Glass Block ( 100 m m

Frame Partitions :

a. Movable Steel Partitions b. WoodlSteel Studs, 12

m m Gypsum Board each side.

c. Wood Studs, 2x4, unplastered.

d. Wood Studs, 2x4, plastered one side.

Doors ( industrial T v ~ e , . .

Wooden 1 Exterior Studs Walls :

a. 2x4 @ 400 mm, 16 m m gypsum, Insulated, 10 m m siding

b. With Brick Veneer c. Windows, glass, frame

and sash Masonry Partitions :

a. Concrete Block, Heavy Aggregate - 100 mrn - 200 m m

Unit Wt. NlmZ

1553.0

11 16.0

1600.0

174.7

922.0

1553.0

873.5 11 64.7 873.5

1 94.1 388.2

1 94.1

582.3

382.0

Table II : Minimum Design Loads For Building Components ( Contd. )

Type of Component

b. Concrete Block, Light Aggregate

- 200 mm Masonry Walls :

a. Concrete Brick, Heavy aggregate

b. Concrete Brick, Light aggregate

Sand Lime ( and similar ) Bricks, Load bearing :

Structural Glass ( 25 mm)

Glass Sheets :

-

Unit Wt Nlm2

Type of Components

Sheeting Asbestos Cement Corrugated

Roof Trusses (Wt.on plan area of roof) : a. Spacing of Trusses

3 m wi th Spans as -

b. Spacing of Trusses 4.5 m wi th Spans as -

- 18.0 m Metal Sheeting, Galvanized Plain & Corrugated :

- 16 gage ( 1.6 mm I - 20 gage ( 1.0 m m 1 - 22 gage ( 0.8 m m 1 - 24 gage ( 0.63 mm)

Steel Stairs, Industrial Type ( 1.0 m wide )

-

Unit Wt. Nlm2

145.5

120.0 132.0 144.0 203.0

72.0 84.0

108.0 144.0

131 .O 84.0 69.0 56.0

820.0 N l m

DOC. NO. KOC-C-001 (1 Page 38 of 45 REV. 1 15.0 APPENDIX - Ill

Table I : Minimum Live Loads on Floor

SI. No. -

1

2

3

4

5

I Load ( UDL 1 I kN/mZ ( ~ o t c 7 I Residential:

a. Bedrooms, Dormitories b. Dining rooms, Lounges, Toilets c. Kitchen, Laundries, d. Balconies

e. Exit Facilities (Stairs,Landings,Corridors etc.) 5.00 Public Places:

a. Assembly areas with fixed seating, Gymnasia, Grandstand

b. Assembly areas without fixed seating c. Library reading rooms without book

storage d. Library reading rooms with book storage e. Stack rooms with shelving units

Offices: I a. Offices for general use b. Offices with fixed computers or similar

equipment c. File rooms, Filing and storage spaces

Industrial ( Workshops, Factories 1:

a. Factories, Workshops and similar buildings b. Maintenance Floors, Boiler rooms, Motor

rooms, Fan rooms including the machinery c. Workrooms, light without storage d. Operating floors I Platforms, Walkways,

Stairs, Landings e. Access platforms ( without equipment 1 f. Laboratories including equipment g. Transformer rooms

Storage Warehouses: l a. Light b. Heavy

kN I Note 2 1

1.50 kN I m at the edge

Refer Note 3 for maintenance vechiles.

Refer Note 3 for maintenance vechiles.

- Contd. -

DOC. NO. KOC-C-001 11 Page 39 of 45 REV. 1 I

15.0 APPENDIX - 111 ( Contd. )

Table I : Minimum Live Loads on Floor ( contd. )

a. Telephone Exchange 7.50 b. Air-conditioning I machine space 10.00 c. Elevator machine room 7.50

a. Vehicular driveways or AASHTO b. Side walkways

Note 1- Live load reductions are not permitted.

Note 2- Point load shall be considered acting over a minimum area of 300mm x300mm.

Note3- For maintenance vechiles, forklift etc. actual wheel loads as per manufacturing catalogues shall be considered wherever applicable.

Table II : Minimum Live Loads on Roof -

SI. No. -

1

-

2

a. Accessible 1 1 . 5 k N I m 2 0 n p l a n a r e a 1 1 .8kN b. Non-accessible 0.75 kN I m2 on plan area I 0 . 9 k N Sloping Roof ( 10" c 0 s 30' 1:

a. Non-accessible 1 0.75 kN I m2 on plan area 1 0.9 kN Sloping Roof ( 0 i! 75" 1: Zero Load

Roof slopes t 30c 0 c 75O 1: Linear interpolation between Linear interpolation SI. Nos. 2 & 3. bet. SI. Nos.2 & 3.

Note 1 - Roof live load reductions are not permitted.

K- DOC. NO. KOC-C-001 1 1 Page 40 of 45 REV. 1 16.0 APPENDIX-IV

TABLES FOR WIND VELOCITES AND PRESSURES

Table 1 : Beaufon Scale for Wind Velocities

Scale Description No. o f w i n d

Calm Light air Light breeze Gentle breeze Moderate breeze Fresh breeze

Strong breeze Moderate gale Fresh gale Strong gale Whole gale Storm Hurricane Violent hurricane

- - -.

General Effects

--

Smoke rises vertically. Direction shown by smoke; wind vanes not effected. Breeze felt on face; leaves rustle; wind vanes move. Leaves and small twigs in motion; light flags extended. Small branches move; dust paper rise.

Small trees in leaf sway; crested wavelets on inland water. Large branches in motion; telegraph wires whistle. Whole trees in motion; walking inconvenient. Twigs break off; walking impeded. Slight structural damage. Trees uprooted; structural damage. Wide spread damage.

---

Winc Mileslhr.

Wind Velocities and Pressure

Dynamic wind pressure q = 0.61 3 VS N/m2 Vs = Design wind speed in mls = V.SI .S~.S~ V = Basic wind speed in mls (some typical values are given below) S1 = Multiplying factor relating to topology S2 = Multiplying factor relating to height above ground and wind breaking S3 = Multiplying factor relating to life of structure.

Table II : Design Wind Speed (VS) and Design Dynamic Wind Pressure (q)

Speed Mlsec.

Values of factor S1 = 1.0 Values of factor S3 = 1.0 for Permanent works. = 0.88 for Temporary works

I DOC. NO. KOC-C-001 11 Page 41 of 45 REV. 1 Table Ill : Values of Factor S2

Notes:- h = Height (in metres) above general level of terrain to top of structure or part of structure. X = Vertical dimension Y = Vertical dimension

Topographical factor (1 : Open country with no obstructions.

Table IV : Values of Force Co-efficients (Ct) for Section of Various Shapes

Vs.b>6 Shape Smooth

surface

Vs.b < 6 I all and Vs.b>6 Rough surface

< 1 0.5 < 2 0.5

hlb 5 0.5 3atio 10 0.5

2 0 0.6 0.6

Between b = 48r and

Notation:- b, h, a : Breadth, height and length of side of section considered r : Radius of corner of section q : Dynamic wind pressure

Vs : Basic wind speed Cf : Total wind force coefficient.

Total Force = q.Cf x Effective Frontal Area.

a = 48r and a=12r -

0.9 0.9 1.1 1.2 1.3 1.6

DOC. NO. KOC-C-001 I( Page 42 of 45 11 REV. 1 Table V : Wind Pressure on Buildings and Claddings

11 Key to SurFace:- 11 Total Force on Structure I W = I (Cpe on A) - (Cpe on B)1 q.h.b Newton = [(Cpe on C ) - (Cpe on Dl1 q.h.b Newton

External Co-efficients:- On Claddino

Height of Structure (h) 112. achc312. a 312. a c h < 6a

Internal Pressure Co-efficients (CPI) :- On Cladding a

Typical examples:- = Impermeable Face = Permeable Face

Cpi = -0.3 Cpi = -0.3 Cpi = -0.3 Cpi= +0.2

t Wind

Net pressure on panel of cladding of surface area A in sq. metres W = (Cpe - Cpi) q.A Newton ( Note signs of Cpe and Cpi 1

DOC. NO. KOC-C-001 # Page 43 of 45 A REV. 1 Table VI : Wind Pressure on Structures

Build- ings

h = Height to eaves or parapet a =Lesser horizontal dimension of building

I

Building height

Wind at right angles to Building

Slope Wind- Lee- of roof ward ward (deg.) slope slope

Wind parallel to I Wind at right angles I Wind parallel to Building Wind- ward slope

-0.8 -0.8 -0.8 -0.7 -0.7

-0.7

-0.7

Buildings

Building height ratio

I Slope of I Wind at right-81 Roof Ideg.1 I Windward slope

I

dote:- In addition to the above overall pressure coefficient, local coefficient of up to - 2p are specified strips 0.158 wide along eaves on windward side and along ridge on leeward side of roof. For detail of these and pressure on monopitch roofs, see CP3 : Chapter V : Part 2 : 1972.

les to Building Wind parallel to Building Leeward slope Windward slope Leeward slope

-0.6 -0.9 -0.7 -0.6 -0.8 -0.8 -0.6 -0.8 -0.8 -0.6 -0.8 -0.8 -0.5 -0.8 -0.7 -0.5 -0.8 -0.7

-0.5 -0.8 -0.7 -0.5 -0.8 -0.7

- Max. suction = q2

pressure = q1

1 - Max, positive - 4. --I>-

-- / pressure = q1 ,- - k -7 I -

i' 0 - -q3 - - -_ --+-----&

C '?OO l b I

C

Direction of wind -- , 6

Table VII : Variation of Pressure on Vertical Cylindrical Surface

Design wind pressure = q

Surface of Shaft

Rough or with

Projection

Interpolate for intermediate values of hlb

Smooth

h/b

= 10

< 2.5

= 10

< 2.5

9 ,

+1.0 q

+ 1.0 q

q 3

-0.40 q

-0.30 q

92

-1.25 q

-1.05 q

+1.0 q

+1.0 q

8

70 '

80'

-1.45 q

-1.30 q

80'

80'

-0.35 q

-0.25 q

ACKNOWLEDGEMENT

DOC. NO. KOC-C-001

This standard has been approved by the Standards Technical committee (STC) consisting of the following :-

Mr. Ali H. Baba Mr. Mohd. Emam

- -

Page 45 of 45

Mr. S. Kumar Dr. Mohammad llyas Mr. Khalid S. AI-AIi Mr. Henry S. Hill Mr. Jassem Al- Ouraini Mr. S. Manickavachagam

REV. 1

( Standards Div. ) Chairman ( Insp. & Corr. Div. I Deputy Chairman

Standards Div. ) Standards Div. ) Maint. Proj. Div. ) Maint. Plng. Div. ) PMD - North ) Engg. Design Div.

Member 1 Secretary Member Member Member Member

1 Member

The draft of this document has been circulated to the KOC User Departments for their review and comments were received from the following :-

ENGlNNERlNG GROUP

Gen. Supdt. Engg. Services Head of Team Engg. Projects (N) Head of Team Engg. Projects (W&SE) Gen. Supdt. Proj. Management (N&W) Gen. Supdt. Proj. Management (S&E)

LOSS PREVENTION GROUP

Gen. Supdt. Consv. & Insp. Gen. Supdt. Fore & Safety

MAINTENANCE GROUP

Gen. supdt. Maint. Services Gen. supdt. Maint. (N&W)

INDUSTRIAL SERVICES GROUP

Gen. Supdt. Ahmadi Services

PRODUCTION & EXPORT OPERATIONS GROUP

Gen. Supdt. Prod. Opns. (N&W) Gen. Supdt. Prod. Opns (S) Gen. Supdt. Marine & Export Operati,ons

This KON Standard for " Basic Civil Engineering Design Data " has been prepared by the following member :-

Mr. S. Kumar ( Standards Div. ) STC Member I Author Tel No. 61407