KUWAIT OIL COMPANY (K.S.C.)

STANDARDS PUBLICATION

KOC RECOMMENDED PRACTICE FOR

ENGINEERING DESIGN BASIS OF CIVIL AND STRUCTURAL WORK

DOC. NO. KOC-C-002

I STANDARDS TEAM 1

9 kh; ( +&) KUWAIT OIL COMPANY (K.S.C.)

DOC. NO. KOC-C-002

STANDARDS PUBLICATION

REV. 1

KOC RECOMMENDED PRACTICE

FOR

ENGINEERING DESIGN BASIS OF CIVIL AND STRUCTURAL WORK

DOC. NO. KOC-C-002

STANDARDS TEAM

DOC. NO. KOC-C-002

KOC RECOMMENDED PRACTICE

FOR

ENGINEERING DESIGN BASIS OF

CIVIL AND STRUCTURAL WORK

DOC. NO. KOC-C-002

ISSUING AUTHORITY:

STANDARDS TEAM

1

Rev

10/06/03

Date

Issued as KOC Recommended Practice

Description

Task Force I TF-c/o4 I

Prepared by Snr. E&<

Te161407

Ag Team Leader Sfds.

Tel 6 7 8 9 6

DOC. NO. KOC-C-002

TABLE OF CONTENTS

FOREWORD

SCOPE

APPLICATION

TERMINOLOGY 3.1 Definitions 3.2 Abbreviations

REFERENCE STANDARDS AND CODES 4.1 Conflicts 4.2 List of Standards and Codes 4.3 KOC Standard Drawings

ENVIRONMENTAL CONDITIONS

HEALTH, SAFETY AND ENVIRONMENT

BASIC ENGINEERING INFORMATION 7.1 General 7.2 Site and Subsurface Information 7.3 Site Preparation and Earthwork 7.4 Site Drainage 7.5 Basic Design Plinth Levels

GENERAL DESIGN BASIS 8.1 Design Loads 8.2 Design Loads Combinations 8.3 Allowable Functional Limits 8.4 Bearing Pressures and Settlements 8.5 Designated Materials

FOUNDATIONS 9.1 General 9.2 Foundation Types 9.3 Shallow Foundations 9.4 Deep Foundations 9.5 Buoyancy Foundations 9.6 Plant, Pipework and Steelwork Supports 9.7 Foundation Protection

PLANT STRUCTURES 10.1 Dynamic Equipment 10.2 Structures and Overhead Piperacks

Page No.

10.3 Fired Heaters 10.4 Process Tankage 10.5 Steel Stacks

DOC. NO. KOC-C-002

PLANT AND NON-PLANT BUILDINGS 1 1 .I Substation Buildings and Transformers 1 1.2 Control Buildings 1 1.3 Other Plant Buildings 1 1.4 Non-Plant Buildings

Page 4 of 69 11 REV.l

PAVING AND ACCESSWAYS 12.1 General 12.2 Paving Arrangement 12.3 Edging and Kerbing 12.4 Widths of Access-ways 12.5 Overhead Clearances 12.6 Live (Imposed) Loads 12.7 Soil Supported Concrete Paving 12.8 Joints 12.9 Unpaved Areas

ROADWAYS 13.1 General 13.2 Roadway Construction 13.3 Duty 13.4 Vehicular Loads 13.5 Design Life 13.6 Existing Roads 13.7 Road Bridges 13.8 Road Geometry 13.9 Road Shoulders 13.1 0 Road Drainage 13.1 1 Crash Barriers & Protection Barriers 13.1 2 Kerbing 13.1 3 Road 1 Traffic Markings 13.14 Traffic Signs 13.1 5 Overhead Clearances

MICELLANEOUS CIVIL WORKS FOR SERVICES AND PIPELINES 14.1 Electrical and lnstrument Cable Trenches 14.2 Telephone Cable Trenches 14.3 Pipe Trenches 14.4 Cable Ducts 14.5 Ducts for lnstrument Cables 14.6 Ducts and Cable Trenches at Buildings 14.7 Pipe Sleeves 14.8 Valve Pits

14.9 Floodlight Masts 14.10 Fire Hydrant Pits 14.1 1 Earthing 14.1 2 Lightning Protection 14.1 3 Warning Lights

STEEL STORAGE TANKS 15.1 General 15.2 Foundation Design Criteria 15.3 Foundation Design 15.4 Dikes 15.5 Drainage Within Dikes

CONCRETE STORAGE TANKS

FENCING 17.1 General 17.2 Type of Fencing 17.3 Chain Link Fencing 17.4 Corrugated Sheet Fencing

STRUCTURAL WORK 18.1 General 18.2 Structural Form 18.3 Design Conditions 18.4 Design Stress Levels 18.5 Passive Fire Protection 18.6 Painting 1 Galvanizing 18.7 Connections

MISCELLANEOUS METAL WORK 19.1 Platforms 19.2 Steel Flooring 19.3 Stairways 19.4 Spiral Stairways 19.5 Ladders 19.6 Handrails and Toe Plates 19.7 Ramps 19.8 Claddings

QUALITY ASSURANCE

DOCUMENTATION 21 .I General 21.2 Deliverables

ACKNOWLEDGEMENT

FOREWORD - -

DOC. NO. KOC-(2-002

This document " KOC Recommended Practice for Engineering Design Basis of Civil and Structural Work " (KOC-C-002) is intended t o provide consistent and practical guidelines for the design of general civil engineering works including foundations, buildings, and structures made of concrete and structural steel as well as other associated works.

This Recommended Practice (RP) complements the families of listed KOC Standards; but refers t o specifically KOC-C-001 "KOC Standard for Basic Civil Engineering Design Data", as a part of general design basis of various civil and structural works.

Page 6 of 69

This KOC Recommended Practice (RP) has been approved by Standards Division in consultation wi th the Standards Technical Committee for use throughout the corporate engineering and operational functions of Kuwait Oil Company (K.S.C)

REV. 1

This RP sets out to achieve the following objectives: To recommend the general practices to be adopted in the design specifications of plantlnon-plant buildings and plant structures including equipment foundations, storage tanks, paving and access-ways within KOC plants & facilities, roadways, and other miscellaneous civil and structural works.

To establish the practical guidelines on the engineering design basis describing various design aspects wi th a view to achieving reasonably safe and economical construction as well as reliable service life.

To assist the designers by giving an access t o the necessary level of documented technical information wi th a view t o optimizing their design efforts and productivity.

To provide general technical guidance for developing project specifications and design I construction drawings in order t o ensure a consistent approach for sound engineering basis, material selection and workmanship in civil and structural work.

To set out minimum requirements t o monitor compliance w i th a contract.

Feedback as well as any comments or suggestions from the application of this Standard derived at any stage of conceptual design, engineering, construction, fabrication, erection or maintenance are encouraged and should be directed to:

The Team Leader Standards (Chairman, Standards Technical Committee) Industrial Services Group, KOC P.O. Box - 9758, Ahmadi 61008 State of Kuwait

I( DOC. NO. KOC-C-002 REV. 1

Task Force Responsible for this Recommended Practice --

The preparation of this RP has been entrusted by the Standards Technical Committee (STCI to the Task Force No. (TF-C/O41 comprising of the following members: Mr. S. Kumar Standards Team Task Force Leader Tel. No. 61407 Mr. Adel Al-Zaid Design Team Member Tel. No. 61835 Mr. Khaled Al-Sayed Gen. Proj. Team Member Tel. No. 61613 Mr. Hisham A.Gharieb Proj. Design Team Member Tel. No. 66575 Mr. Mohd. A. Alam HSE Team Member Tel. No. 6641 5

SCOPE p~ -

DOC. NO. KOC-C-002

This Recommended Practice (RP) specifies the basic technical requirements and defines the sound engineering design basis of the general civil and structural works including plantinon-plant buildings, plant structures, equipment foundations, paving and access-ways, roadways, storage tanks and other miscellaneous civil and structural works for installations at the KOC onshore plants and facilities within Kuwait.

Page 8 of 69 REV.l

This RP does not cover the design of high rise buildings, pile foundations, foundations for storage tanks containing corrosive, hot or cryogenic fluids, rig foundations, radio structures, and offshore structures including jetties and marine terminals wi th tanker berths.

This RP shall not be applicable t o any structures that use, as a form of construction, pre-stressed concrete and structural sections such as aluminum and stainless steel. Any structural work made of cold formed and light gauge steel sections are also excluded from this RP, which shall be covered separately under KOC-C-031.

The contents of this RP are intended to be adopted as a design guide to meet the minimum KOC requirements. However, the specifications and detailed design shall be provided by the DesigneriContractor for KOC approval.

The design, materials and workmanship of any civil and structural work shall conform t o the requirements of this RP and the reference standards and codes mentioned herein.

Any exceptions or deviations from this RP, along w i th their merits and justifications, shall be brought t o the attention of KOC Controlling Team(s) for their review, consideration and amendment by Standards Team (if required).

Compliance w i th this RP does not of itself confer immunity from legal or statutory obligations.

TERMINOLOGY

For the purposes of this RP, the following definitions shall apply.

Any approved f irm or company contracted by KOC, who are undertaking the execution of civil and structural work.

Designer

DOC. NO. KOC-C-002

Person or persons from KOC or from Contractor or any consulting firm approved by KOC, who are undertaking the responsibilities of the actual design and detailed specifications of civil and structural work.

NB : For other applicable terminology, refer t o the relevant definitions in the family of KOC Standards mentioned in clause 4.2.2 of this RP.

Page 9 of 69

Abbreviations

REV.l

AASHTO

E PA EPDM FFL FGL HSE KOC NGL OMC

American Association of State Highways and Transportation Officials Environmental Public Authority Epoxy Damp-proof Membrane Finished Floor Level Finished Ground Level Health, Safety and Environment Kuwait Oil Company (K.S.C) Natural Ground Level Optimum Moisture Content

REFERENCE STANDARDS AND CODES -.

Conflicts - -

In the event of conflicts between this RP and the standards ! codes referenced herein, or other contractual requirements, the most stringent requirement shall apply. In case further clarifications are required, the subject shall be brought to the attention of KOC Controlling Team.

List of Standards and Codes -

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

National 1 International Standards

AASHTO Guide for Design of Pavement Structures

ACI 224R Control of Cracking in Concrete Structures

ACI 305 Hot Weather Concreting

AC1 3 1 8 M / Building Code Requirements for Structural Concrete ACI 31 8RM

ACI 343R Analysis and Design of Reinforced Concrete Bridge Structures

ACI SP-66 ACI Detailing Manual

AlSC Specification for Structural Steel Buildings - Allowable Stress Design and Plastic Design

AlSC Manual of Steel Construction - Working Stress Design

AlSC Manual of Steel Construction - Load and Resistance Factor Design (Vol. I)

AlSC Manual of Steel Construction (Vol. II) - Connections

API RP 7 5 2 Management of Hazards Associated w i th Location of Process Plant Buildings CMA Manager's Guide

ASCE 7 Minimum Design Loads for Buildings and Other Structures

ASTM A616M Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes and Sheet Piling

ASTM A36136M Specification for Carbon Structural Steel

ASTM A 5 3 Specification for Pipe, Steel, Black and Hot-Dipped, Zinc- Coated, Welded and Seamless

ASTM A121 Specification for Metallic-Coated Carbon Steel Barbed Wire

ASTM A307 Carbon Steel Bolts and Studs, 60000 PSI Tensile Strength

ASTM A325 Specification for Structural Bolts, Steel, Heat Treated, 1 2 0 11 0 5 ksi Minimum Tensile Strength

ASTM A325M Specification for Structural Bolts, Steel, Heat Treated, 830MPa Minimum Tensile Strength (Metric)

ASTM A392 Specification for Zinc-Coated Steel Chain-Link Fence Fabric

ASTM A449 Specification for Quenched and Tempered Steel Bolts and Studs

ASTM A475 Specification for Zinc-Coated Steel Wire Strand

ASTM A 4 9 0 Specification for Heat-Treated Steel Structural Bolts, 1 5 0 ksi Minimum Tensile Strength

ASTM A490M Specification for High-Strength Steel Bolts, Classes 10.9 and 10.9.3. for Structural Steel Joints (Metric)

DOC. NO. KOC-C-002 Page 1 0 of 69 REV. 1

ASTM A586

DOC. NO. KOC-C-002

ASTM A603

ASTM A61 5

ASTM A653

Page 11 of 69

ASTM D l 7 5 1

REV. 1

ASTM E 8 1 4

ASTM F1554

ASTM F1637

AWS D l . I

BS 4 Part1

BS 449 Part 2

BS 476 Parts 2 0 & 21

Specification for Zinc-Coated Parallel and Helical Steel Wire Structural Strand

Specification for Zinc-Coated Steel Structural Wire Rope

Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcements

Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non- extruding and Resilient Bituminous Types)

Standard Test Method for Fire Tests of Through Penetration Fire Stops

Specification for Anchor Bolts, Steel, 36, 55, and 105 ksi Yield Strength

Standard Practice for Safe Walking Surfaces

Structural Welding Society - Steel

Structural Steel Sections: Part 1: Specification for Hot-Rolled Sections

Specification for The Use of Structural Steel in Building: Part 2: Metric Units

Fire Tests on Building Materials and Structures Part 20: Method for Determination of the Fire Resistance

of Elements of Construction Part 21: Methods for Determination of the Fire Resistance

of Load Bearing Elements of Construction

Hot-Dip Zinc Coated and Hot-Dip Aluminum / Zinc Coated Corrugated Steel Sheets for General Purposes

IS0 Metric Precision Hexagon Bolts, Screws and Nuts - Specification

Specification for Sulfate-Resisting Portland Cement

IS0 Metric Black Hexagon Bolts, Screws and Nuts - Specification

DOC. NO. KOC-C-002

BS 4395 Parts 1 & 2

BS 4592 Part

BS 4 6 0 4 Part

BS 5427 Part

BS 5628

BS 5950 Parts 2&8

BS 6399 Part

BS 8 1 0 0 Parts 1 &4

High Strength Friction Grip Bolts and Associated Nuts and Washers for Structural Engineering. Metric Series Part 1 : General Grade Part 2: Higher Grade Bolts and Nuts and General Grade

Washers

Specification for Carbon Steel Bars for the Reinforcement of Concrete

Specification for Steel Fabric for the Reinforcement of Concrete

Industrial Type Metal Flooring, Walkways and Stair Treads Part 1: Specification for Open Bar Gratings

Use of High Strength Friction Grip Bolts in Structural Steel Work. Metric Series: Part 1: General Grade

Code of Practice for the Use of Profiled Sheeting for Roof and Wall Cladding on Buildings Part I : design

Code of Practice for Use of Masonry

Structural Use of Steel Work in Building: Part 2: Specification for Materials, Fabrication and

Erection: Hot Rolled Sections Part 8 : Code of Practice for Fire Resistant Design

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

Code of Practice for Protection of Structures against Lightning

Code of Practice for Earthing

Code of Practice for Fatigue Design and Assessment of Steel Structures

Code of Practice for Earth Retaining Structures

Code of Practice for Foundations

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

Lattice Towers and Masts Part 1 : Code of Practice for Loading Part 4: Code of Practice for Loading of Guyed Masts

DOC. NO. KOC-C-002 REV. 1

BS 8102 Code of Practice for Protection of Structures against Water from the Ground

BS 81 1 0 Part 1 Structural Use of Concrete - Part I :Code of Practice for Design and Construction

BS CP 3 Part 2

BS CP 143 Part 1 0

BS CP 201 2 Part 1

BS EN 10025

BS EN 10056 Parts 1 &2

BS EN 10210 Parts 1 & 2

Specification for Scheduling, Dimensioning, Bending and Cutting of Reinforcements for Concrete

Code of Basic Data for the Design of Buildings Chapter V: Loading Part 2: Wind Loads

Code of Practice for Sheet Roof and Wall Coverings Part 10: Galvanized Corrugated Steel. Metric Units

Code of Practice for Foundations for Machinery Part 1 Foundations for Reciprocating Machines

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

Specification for Structural Steel Equal and Unequal Leg Angles Part 1 : Dimensions Part 2: Tolerances on Shape and Dimensions

Hot Finished Structural Hollow Sections of Non-Alloy and Fine Grain Structural Steels Part 1: Technical Delivery Requirements Part 2: Tolerances, Dimensions and Sectional Properties

BS EN IS01 461 Hot Dip Galvanized Coatings on Fabricated lron and Steel Articles

DIN 4 0 2 4 Part 2 Machine Foundations: Part 2: Rigid Foundations for Machinery wi th Periodic Excitation

Part 1 IEC 61024-1 Protection of Structures against Lightning Part 1: General

Principles

IS01 2944 Part 1

NACE RPO

Paints and Varnishes - Corrosion Protection of Steel Structures by Protective Paint Systems - Part 1: General Introduction

Protection Against Corrosion of lron and Steel in Structures - Zinc and Aluminum Coating

187 Design Considerations for Corrosion Control of Reinforcing Steel in Concrete

DOC. NO. KOC-C-002

NFPA 251

NFPA 7 8 0

SSPC SP 6

UBC (Vol. 1 - 3 )

UFC

4.2.2 KOC Standards

KOC-C-00 I

KOC-(-003

KOC-(-005

KOC-(-024 Part 1

KOC-C-024 Part 2

Standard Methods of Tests of Fire Endurance of Building Construction and Materials

Standard for the lnstallation of Lightning Protection Systems

The Society for Protective Coating - Commercial Blast Cleaning NACE No. 3 - 2000 (Steel Structures Painting Manual, Ch. 2 - Surface Preparation Specifications)

Uniform Building Code Vol. 1 - Administrative Fire and Life Safety, and Field

Inspection Provisions Vol. 2 - Structural Engineering Design Provisions Vol. 3 - Material, Testing and lnstallation standards

Uniform Fire Code

KOC Standard for Basic Civil Engineering Design Data

KOC Standard for Geotechnical Investigation (Onshore)

KOC Standard for Materials and Workmanship - Site Preparation and Earthwork

KOC Standard for Concrete Work - Materials and Construction

KOC Standard for Structural Steel Work - Materials, Fabrication and Erection

KOC Standard for Materials and Workmanship - Roadways, Paving and Hard Standing : Flexible Pavement

KOC Standard for Materials and Workmanship - Roadways, Paving and Hard Standing : Miscellaneous Works & Rigid Pavement

KOC Recommended Practice for Drainage Systems

KOC Standard for Storage Tank Foundations

KOC Standard for Materials and Workmanship - Fire Proofing of Structural Steel Work

KOC Recommended Practice for Pre-Engineered Buildings

DOC. NO. KOC-C-002 Page 15 of 69 REV. l

KOC-(-033

KOC-E-024

KOC-G-002

KOC-G-007

KOC-L-002

KOC-L-006

KOC-L-009

KOC-L-026

KOC-L-027

KOC-P-001

381 11 3 Part 1

38 11020

381/022

KOC Standard for Materials and Workmanship - Bund Wall for Storage Tanks

KOC Recommended Practice for Earthing and Bonding

KOC Standard for Hazardous Area Classification

KOC Standard for Basic Design Data

KOC Recommended Practice for the Protection of KOC Services: Spacing Between Pipelines, Piping, Cables and Buildings 1 Housing Projects

KOC Standard for Fire and Gas Detection Equipment

KOC Standard for Fire Protection and Safety Equipment

KOC Recommended Practice for External Cathodic Protection of New Steel Tank Bottoms

KOC Standard for Layout, Spacing and Diking of Aboveground Petroleum Storage Tanks

KOC Standard for Painting and Coating of Metal Surfaces - New Construction

Standard Requirements and Regulations for the Protection of KOC Services Part 1: Crossing of Roads and Motorways under Construction

General Specification of Electrical Engineering (March, 1983)

General Specification for Civil Engineering and Building Works (Feb. 1983)

KOC Fire & Safety Regulations

4.3 KOC Standard Drawins

15-2-6 Standard Security Fence - Chain Link Fencing & General Details

1 5-2-7 Standard Security Fence - Shallow Foundation for Fencing and Details

15-5-75 Chain Link Fence and Gate Details (1 .8 m High)

15-5-77 Galvanized Corrugated Iron Sheet Fence (1.8 m High)

15-5-79 Fence Details

DOC. NO. KOC-C-002

15-5-80 Security Chain Link Fence Details (2 .4 m High)

Page 16 of 69

15-5-82 Galvanized Corrugated lron Sheet Fence (2.4 m High)

15-5-83 Galvanized Corrugated lron Sheet Gate (2.4 m High)

1 5-1 4-1 3 Standard P i ~ e Sleeves

15-30-1 11 Standard Platforms and Crossovers Details

1 5 - 3 0 1 2 0 Standard Steel Anchor Bolts

15-34-1 9 Pipe Crash Barrier Detail

15-39-53 Standard Steel Ladder Detail

15-39-54 Standard Handrail Details

15-39-55 Standard Circular and Rectangular Platforms

15-39-56 Standard Steel Stair Details

15-39-57 Standard Stiles and Walkways

ENVIRONMENTAL CONDITIONS

The environmental conditions in Kuwait are severe. Due regard should be given t o the consistently high levels of solar radiation experienced in Kuwait, which may develop surface temperatures of over 80C (176F) in exposed metals.

Refer t o KOC-G-007 "KOC Standard for Basic Design Data" which provides the detailed design information regarding the environmental, site and utility supply conditions prevailing throughout the KOC facilities.

HEALTH, SAFETY AND ENVIRONMENT

The engineering design should meet all the applicable Kuwaiti EPA Regulations and should conform to the relevant KOC Health and Environment (H&E) Guidelines wi th a view t o protecting personnel and surrounding environment.

All relevant safety requirements of KOC Fire & Safety Regulations and KOC Health, Safety & Environment Management System (HSEMS) shall be adhered to, by the designer 1 contractor, while designing the plant building, structures and foundations t o be installed within KOC areas.

6 3 ENGINEERING INFORMATION

DOC. NO. KOC-C-002

Prior t o commencement of any preliminary design activities of civil and structural work, the Site should be established by KOC; and the layout of plant and facility including equipment, utilities and necessary infrastructure should be finalized to meet the basic requirements of the project(s) in accordance wi th the State regulations and all relevant International I National and KOC Standards as appropriate.

Page 17 of 69

As all the technical information about the major equipment(s) may not be available at the initial design stage, some adjustments should be envisaged in the layout, which shall not affect the planned progress of design.

_Site and Subsurface Information

Where available, a summary of the ground conditions, site topography and subsurface data shall be provided by KOC through the latest topographical survey and geo-technical investigation reports.

Where the information is insufficient, the necessary detailed topographical survey shall be further carried out to establish the Site co-ordinates (Northing & Easting) and Site formation levels as per KOC-C-001"KOC Standard for Basic Civil Engineering Design Data".

If necessary, detailed soil exploration program shall be conducted to determine the general subsurface characteristics of the ground at different locations in accordance wi th KOC-(-003 "KOC Standard for Geo-technical Investigation (Onshore)".

The final report shall, as minimum, provide the soil parameters, ground water table, recommended bearing capacity and settlement criteria at the locations/sites of major structures in order t o establish the reliable and sound engineering design basis for any civil and structural work.

For climatic conditions, refer to KOC-G-007 "KOC Standard for Basic Design Data".

Permanent monuments or survey points shall be established at all sites and their locations shall be indicated on a record drawing, together wi th their grid references and elevations.

The Site "Grade Datum Level" shall be decided considering groundwater level and drainage requirements, and shall generally be derived from the high point of plant paving or roadways. The relationship between this level and the Mina Ahmadi Construction Datum (MACD) shall be shown on all major drawings.

DOC. NO. KOC-C-002 Page 18 of 69 REV. 1

Site Preparation and Earthwork

The site preparation and earthwork shall be carried out at the proposed Site(s) as described in KOC-C-005 "KOC Standard for Materials and Workmanship - Site Preparation and Earthwork" in accordance w i th the grid lines, grades and levels decided by the designer I contractor in line wi th the recommended basic design plinth levels in Table I of this RP or as per actual site conditions. Grading shall be carried out as per the approved grading plans.

In case of filling either "Gatch" or locally available materials, suitable as site fill, shall be used on the basis of soil properties as laid down in the relevant clauses of KOC-C-005.

Placement of these materials in successive layers of 1 5 0 m m to 2 0 0 m m maximum and compaction t o at least 9 5 % of the maximum dry density at OMC by equipment suitable for that purpose, shall comply wi th the requirements of KOC-C-005.

Spread foundations including storage tanks and plant paving, road sub- grades and any other settlement sensitive equipment supported on fill material shall be designed to ensure that any settlement that may occur should be within tolerable limits, as given in the relevant clause of this RP and I or as specified by the equipment manufacturer.

Site Drainaqe

Natural topography of Site and surrounding areas should be considered as practicable as possible in the planning of overall drainage of the plant 1 facilities by gravity f low; and shall be graded accordingly t o collect all surface f lows and effluents generated in the plant.

Drainage systems for the plant and facilities should be planned adequately wi th provisions for future extension; and shall be provided t o collect and direct all the surface f lows and effluents t o the segregated systems as detailed in KOC-C-025 "KOC Recommended Practice for Drainage Systems".

Adequate slopes as required shall be provided across the grids of the plant or facilities site in order to prevent accumulation of any liquids such as rainwater and or leaked I spilled products and ensure quick disposal without ponding.

Basic Desiqn Plinth Levels

The Site Grade Level shall be established for the entire works, where such works should be constructed on a site of graded level ground by cutting and or filling.

7 . 5 . 2 Basic design plinth levels relative to the appropriate Finished Grade Level (FGL) of the various work(s) should be followed as a minimum as per the

DOC. NO. KOC-C-002

recommendation in the Table I of this RP.

Table I: k c o m m e n d e d Basic Desiqn Plinth Levels

REV. 1

- -

SI. No. -

1

9 1 Basic Design Plinth Level I (Minimum) Hlgh Points o f Plant Paving (HPP) Grade + Pav~ng Thickness

Unpaved Areas wi th in Plant Plot Limits. (Maximum) Buildings General Plinth Level IFFL)

Grade - 75 m m

Grade + 4 5 0 m m

Elevated Subs ta t~on and Switchgear Buildings iFFLlTOCi

Normal Substation and General Control Buildings

Vessels, Static I Dynamic Equipment Supports, Storage Tanks, Structural Base Plates o f Plant Grade + 4 0 0 m m

Preferably Grade + Clear Headroom 2 1 0 0 mrn +

Beam Depth Grade + 4 5 0 m m

Control Buildings w i t h Mezzanine type floors i spaces for Cables (FFLITOC)

Concrete Bases for Columns, Towers, Major

A s decided, bu t preferably Grade + 21 0 0 m m +

Floor Thickness Paving Level + 1 5 0 m m

Structures, Pipe Racks, Steelworks etc. (TOC)

Stairway and Ladder Bases in Unpaved Areas I Grade + 1 5 0 m m

(Unpaved area)

Pumps, Tanks, Miscellaneous Electrical I Instrument Items supported o n Paving Slab (TOC) Low Points of Floors t o Open-sided Pump I Compressor Shelters adjacent t o surrounding Paving ITOC) Stairway and Ladder Bases in Plant Paving ITOCI

Grade + 2 0 0 rnm

Paving Level + 5 0 m m

I Cable Trenches w i t h Covers in Unpaved Areas 1 Grade + 1 5 0 m m

Concrete Bases for Minor Equipment like small

ITOCI Cable Trenches w i t h Covers in Paved Areas (TOC)

ITOC) Covers over Pipe TrenchesIDrainage Manholes,

Paving Level + 1 5 0 m m

Paving Level + 5 0 m m

Top o f Hydrant Pits & Sumps and Screeds etc , as I a. Wi th in Paved Areas (TOCI Flush w i t h Paving b. In Unpaved Areas (TOC) Grade + 1 5 0 m m

DOC. NO. KOC-C-002

GENERAL DESIGN B !

Desiqn Loads -

Engineering design basis of any civil and structural work shall be established to consider all possible types of appropriate loads and combinations thereof that will act on the structure(s) within its service life.

All categories of applicable design loads, such as static loads (dead & live), wind loads, seismic loads, dynamic loads (impact & machine induced), pipe- way loads (on elevated pipe racks and or on grade pipe-ways sleepers), friction loads, temperature loads, vehicular loads and fire loads including any unusual loads, shall be accounted as specified in KOC-C-001 "KOC Standard for Basic Civil Engineering Design Data".

Desiqn Load C o m b i n a m

The designerlcontractor shall comply wi th all the relevant load combinations as specified in KOC-C-001, applicable t o the design of specific buildings and structures supporting cranes 1 monorails I hoists etc.; and shall also be responsible to determine any other load combination which may cause the worst condition to the structure for a particular application or situation.

Design of structures supporting equipment as well as vertical vessels shall consider the worst effects on structures, generated out of several load combinations under different conditions such as erection, test and operating condition(s) in compliance wi th KOC-C-001.

Design of elevated pipe racks and grade pipe-way supports as well as horizontal vessels including exchanger supports shall take into account the specified load combinations as per KOC-C-001.

In addition to the above, the governing load combination for each structure should be established to give the most critical criteria in the design.

Allowable Functional Limits

Structures shall be designed to behave within the allowable functional limits (stability, contact pressure, deflection, noise, corrosion, fire rating etc.) as appropriate and as stipulated in the relevant clauses of KOC-C-001 in order to achieve reliability of good performance and reasonable safety.

Any foundation designed for dynamic loads resulting from reciprocating and rotary machines shall comply wi th the allowable frequency and amplitude limits as specified in KOC-C-001 or as recommended by the manufacturer in order t o avoid resonance conditions. In case of difference, the most stringent shall apply.

The net maximum pressure under eccentric loading on foundations shall not exceed the allowable bearing pressure.

DOC. NO. KOC-C-002

However, where the soil pressure under foundations due t o dead and wind loads are more than 2 5 % of that due to dead and live loads, the foundations shall be so proportioned that the maximum net bearing pressure due t o combined dead, live and wind loads shall not exceed the allowable bearing pressure by more than 25%.

Bearinq Pressures and Settlements

Page 21 of 69

Bearing pressure and settlement are the t w o most critical factors in the design considerations for foundations, and a professionally conducted soil investigation to assess them should be the essential part of the engineering design basis.

REV. 1

The soil report should recommend the foundation types and allowable bearing pressures for design at suitable depths, considering appropriate factors of safety. Following are the recommended ranges of factors of safety against ultimate bearing capacity failure:

a. From 2.0 to 3 .0 based on the type of structure and the reliability of the soil condition for normal operating loads.

b. From 1.5 to 2.25 for normal operating loads plus the maximum wind or seismic (if applicable) loads as well as for hydrostatic tests where applicable.

Settlements at different points and depths shall be derived from the field tests, and should then be predicted for the buildings and structures under normal load conditions.

Uniform settlements shall generally be limited t o 2 5 m m maximum and differential settlement to 18 m m maximum so that the buildings and structures can absorb the effects without cracks or undue deformations.

However, for storage tank foundations the permissible range of settlements is considered more than the above, and should comply w i th KOC-(-026 "KOC Standard for Storage Tank Foundation".

The maximum pressure under a foundation shall be computed from the sum of all possible loads such as dead load including the self weight of foundation, live (or imposed) load on the plant, equipment or structure, and wind loads or seismic loads (both not acting together) and the moments transferred from the structural frames to the base of foundation.

The net maximum pressure after deducting the displaced weight of soil by the foundation shall not exceed the recommended allowable bearing pressure at the foundation level.

DOC. NO. KOC-C-002

In case of tall structures (stacks I columns) and towers, due t o the effects of possible sway, the maximum applied bearing pressure under eccentric loading due t o wind shall not exceed the allowable bearing pressure.

Desiqnated Materials

All superstructures shall be normally made of either structural concrete or structural steel as specified by the designer in accordance w i th the clause 1 0 . 0 of KOC-C-001 and as described elsewhere in this RP; while all foundations including other substructures shall be generally constructed in concrete in accordance wi th KOC-C-006.

All concrete structures and foundations should be designed and constructed wi th the applicable National I International codes given in clause 4.2 of this RP. However, the design of concrete structures shall comply in particular wi th all the requirements as specified in BS 8 1 10, BS CP 3 or ACI 3 1 8 .

All concrete structures for retaining aqueous liquids shall be designed and constructed as per the provisions made in BS 8 0 0 7 , wi th l ow water cement ratio t o make dense concrete in order t o minimize cracks and ensure water tightness.

All materials, workmanship and construction of reinforced, plain and mass concrete shall be in accordance wi th KOC-C-006. For concreting in hot weather like Kuwait, the provisions of ACI 3 0 5 and KOC-C-006 shall be followed particularly during construction.

All structural steelwork shall be designed in compliance wi th BS 449, AlSC or equivalent and should be fabricated as per KOC-C-007. Welding should comply w i th the procedures as laid down in AWS D l . I and KOC-C-007.

The design of foundations shall include all specified functional and testing requirements for the structures supported thereon. The responses of structures vary widely in their capacity to accommodate movement of their foundations, and the design of both the structure and the foundation shall be considered interrelated.

The design should take account of the following:

a. all possible relative movements between different parts of a foundation if supported on compressible and weak soil;

b. movement of the supporting ground or soils due t o seasonal effects, erosion, natural consolidation or compaction due to vibration; and

c. relative movements between adjacent structures particularly when there are interconnecting pipes or utilities or equipment.

At sites where the immediate subsoil is found to be highly compressible, foundations shall be taken down to deeper depth at a soil stratum of lower compressibility in order to minimize the long term settlement problems.

DOC. NO. KOC-C-002

As an alternative to the deeper construction, special measure of ground improvement techniques should be considered. Specialist companies in this field should be consulted t o select a simple, cost effective and appropriate ground improvement technique.

Page 23 of 69

Foundation Types

General Considerations

a. Foundation types (shallow or deep) should be selected after analyzing all the applicable loads on the structures and their worst combinations, on the basis of recommended allowable soil bearing capacity and permissible settlement at the founding level.

b. Except those for minor structures, building foundations shall not be laid generally in areas of soft and or compressible subsoil to avoid possible cracks on their load bearing frames and infill masonry walls due to excessive and non-uniform (differential) settlements.

c. Building, structure and equipment shall not be placed partly on rigid or deep foundations and partly on shallow foundations or partly on compacted fill.

d. Any adjacent building or heavy structure may be founded on different type of foundations and at different soil strata, provided differential settlements are not harmful and are within acceptable limits; and sufficient flexibility should be provided into the design for all interconnecting structures, plant piping, drainage and service trenches.

e. The foundation of any building subject t o blast loading shall be designed to withstand the dynamic loads and moments resulting from the blast overpressure, which should be computed as per the current recommended design models.

Other Considerations

Foundation types (shallow or deep) should also be selected from the following requirements as below:

a. Speed of construction

b. Cost of construction.

c . Problems associated wi th construction (high water table, unstable soil).

Shallow Foundations

DOC. NO. KOC-C-002

Normally, single storied buildings (residential, public, office, amenity and the like), store and laboratory buildings shall be founded on shallow foundations within a minimum depth of 1.0 m to 1.5 m from the natural ground level or as recommended in the soil investigation report, if the reasonably hard strata of soil is encountered within that depth.

Multistoried buildings such as administrative and control buildings, industrial buildings (workshops & factories), warehouses and util ity buildings shall be laid on f irm and hard strata generally within a minimum depth of 1.5 m to 2.5 m from the natural ground level (NGL) or as recommended in the soil investigation report.

Page 24 of 69

Plant structures having heavy equipment should be decided for the appropriate foundation types, which shall be laid at the subsoil levels in compliance w i th the recommendations, allowable bearing capacity and sound judgment of the designer.

REV.l

Shallow foundations are generally preferred to transfer loads from one or more columns in the form of isolated footings such as spread, combined or strap footings. But wherever the individual footings overlap or their total area exceeds 75% of the structure or building plan area due to a low permissible soil bearing pressure, raft or mat foundation should be generally recommended for economv and faster construction.

Raft foundations shall be used also in areas where high and non-uniform settlements are expected due t o subsoil conditions and / or due to non- uniform distribution of heavy loads on the structures. In that case, the foundation level shall be carefully set to leave sufficient room above for running cable trenches and service lines above the raft. The remaining space between raft and paving shall be sand filled.

The design of spread foundations in the vicinity of existing units or in the place of any dismantled units, should allow for the possible soil contamination by oil or chemicals, which may have percolated down through loose or porous surface soils t o the bearing stratum.

In that case, foundations should be of such depth as to ensure safe bearing below any oil softened subsurface or chemically contaminated subsoil.

If a new foundation be constructed near an existing foundation, the bottom of both the foundations should be preferably at the same level. Otherwise, slope between the bottom edges of t w o adjacent footings should be maintained at least equal t o 45" (1:1), but shall not be less than 30" wi th the horizontal.

Where foundations are expected to settle due t o the presence of underlying layers of soft subsoil, the initial construction levels should be fixed above

their final required levels so that the drainage of roads or paving surrounding the foundations shall not be adversely affected by such settlements, nor cause surface water t o f low into or pond around the foundation slabs or floors.

Deep Foundations

DOC. NO. KOC-C-002

Deep foundations should be provided where shallow foundations are neither feasible due t o weak subsoil conditions, resulting low bearing capacity and / or unacceptable high settlements, nor due to high loadings giving rise to various design problems such as stability of structures or overlapping of several foundations at shallow depths.

Deep foundations should be selected after carefully considering the economy, type of foundation required and method of construction t o be adopted. These may be in the form of raft foundations at deeper depths, pile foundations, piers, caissons or retaining walls.

Page 2 5 of 69

The designer I contractor shall comply wi th the general principles of design for the type of deep foundation as mentioned above t o transfer all the vertical & lateral forces and moments from the superstructures as well as the subsoil forces from the underlying soils (dry, saturated or submerged) and ground water acting on the substructures to the most reliable foundation depths, in accordance wi th relevant BS and I or ACI codes and standards mentioned in clause 4 .2 of this RP.

REV. 1

Retaining walls if required, shall be provided for the underground structures and basements to withstand all the pressures from the surrounding soils including any surcharge as well as from the ground water for stability of the structures in accordance wi th BS 8002.

Retaining walls should also be provided as necessary to protect any filled-up elevated areas inside the plants like elevated roads that are subject to heavy loads or frequent erosion.

Pile foundations should only be considered as an exceptional case, where they are essential to transfer either the heavy vertical loads to a very deep strata or large amount of lateral forces t o the surrounding soils in order t o avoid very deep open cut excavations and massive foundations.

Pile foundations should be selected for the appropriate pile type (friction 1 gravity), based on the recommended length & diameter t o achieve the required pile load bearing capacity as per the soil report; and should also consider the cost effective modes of pile installations (short I long, bored I driven, insitu I precast) for economy and speed of construction.

Note: Details of design and installation method of pile foundations are excluded from this RP and are subject to the proprietary contractor's exoertise.

Buoyancy Foundations

In some cases, underground structures like basements, tanks and pits may become unstable and buoyant due t o high ground water table. The total weight of structure shall be provided under this condition t o neutralize the uplift pressure from the ground water, especially during empty condition. The minimum factor of safety against uplift shall be not less than 1.5 at empty condition.

The design of foundations under buoyancy condition shall consider the possibility of ingress of surface and ground water, and provision shall be made for pumping out water, which may collect through the voids of concrete in the foundation.

The design shall also consider t o avoid the possibility of flammable gases and / or liquids to be collected in the foundation.

However, all below ground concrete structures including tanks and pits etc. shall be designed and constructed in compliance w i th BS 8 0 0 7 or equivalent ACI t o make them watertight in order to prevent any entry of ground and / or rain water through the bottom slabs and side walls.

Plant. Pipework and Steelwork Supports

Concrete columns, pedestals and sub-grade or grade tie beams shall be adequately anchored into the supporting foundations or to the underlying foundation slabs, especially where they may be subject t o horizontal loads, overturning or vibrating forces. Reinforcements sufficiently embedded in the substructures, or sufficiently long holding down bolts, shall be provided to ensure their integral action.

Reinforcements from concrete pedestals where supported on the paving, shall be adequately anchored into the slab t o assure the full transfer of the applied forces.

Concrete bases, plinths and pedestals should extend not less than 5 0 m m beyond the edges of plant or equipment rings, fixed base plates, or slide plates. Sufficient clearance shall be kept between the side of concrete, or the reinforcements, and holding down bolt pockets, sleeves or anchor plates.

High or slender concrete pedestals I piers shall be designed as load bearing concrete columns or walls (where applicable) wi th due allowance for horizontal loads due t o thermal forces, and for tube bundle removal or replacement.

Major structural bases and all plant and equipment base plates and rings shall be grouted wi th a flowable non-shrink non-metallic grout.

DOC. NO. KOC-C-002 Page 27 of 69 REV.l

Concrete sleepers for grade pipe-ways shall be minimum 6 0 0 m m above the ground. However, the final levels shall be decided t o satisfy all the piping requirements (available clear height for drain valves, flange connections wi th 90" bend from the bottom, operability of valves etc.) and shall be made as specified in the approved piping drawings.

Sleepers shall be provided wi th plain round steel bars of 2 0 m m I 25 m m diameter, welded to a minimum 1 2 m m thick steel plate flushed with concrete top. The top surface of the sleeper should slope away from the steel flat plate.

FoundatiBn Protection

Concrete surfaces below ground level that will be in contact wi th soil except blinding concrete for foundations shall be protected by three (3) coats of cold applied modified bituminous paint of total thickness of 1000 microns (1 .0 mm). Each coat of paint shall be left t o dry before the next coat is applied and backfilling shall commence only after the paint is completely dry.

Foundations shall be placed over a layer of polyethylene sheet, 1 0 0 0 gauge thick, laid over blinding concrete. All sides of foundations and column necks shall be permanently covered with impervious polyethylene sheet of 1000 gauge wi th minimum 1 5 0 m m overlap of the sheeting.

Exposed external surfaces of concrete columns up to 1 5 0 m m below ground level and concrete pedestals 1 piers up to 3 0 0 m m above ground level shall be protected wi th one (1) coat of low viscosity primer and then coated with t w o (2 ) coats of light grey-colour epoxy paint of approved quality wi th a minimum 125 microns dry fi lm thickness (DFT) per coat.

PLANT STRUCTURES

DynamicEquipment

Dynamic equipment (reciprocatinglrotating) such as pumps, compressors, turbines and similar machines shall be designed for t h e ~ r bases and foundations taking into consideration of all appropriate static and dynamic loads as recommended by the Manufactureds) and in accordance wi th BS CP 201 2 Part 1 and I or DIN 4 0 2 4 Part 2.

The base and foundation sizes of these equipment(s) shall be proportioned to distribute their masses in such a way that the vibration and amplitude limits shall be achieved in compliance w i th KOC-C-001 and 1 or as recommended by the Manufacturer(s).

Large machines or any machine which may have large out of-balance forces should be supported on structures and foundations in order t o minimize:

DOC. NO. KOC-C-002 Page 28 of 69

a. Vibration of the machine;

b. Transmission of vibration to adjacent foundations, equipment and buildings.

Large pumps or compressors shall have individual foundations. But in case of series of smaller machines in a group, combined foundation(s) should preferably be provided due to process layout considerations or due to underlying soft soil areas. In that case, each machine on the combined foundation shall be separated by an upstand kerbing wi th a drain t o prevent drifting of spilled liquid onto the other part of foundation.

Drivers and driven units should be supported on a common base block adequately stiff to limit distortion within the tolerance permitted by the Manufacturers.

With independent pump blocks or bases, anchor supports t o the pump suction and discharge lines should, whenever possible, be integral and monolithic wi th the pump base.

Bases should extend not less than 50 m m beyond the edges of fixed bedplates or sliding plates. Adequate clearance should be provided between any projecting bolt lugs, holding down pockets, sleeves or anchor plates and the concrete edge or the reinforcement.

Holding down bolts shall be designed to adequately resist all horizontal forces, in addition to the vertical forces, originating from the machine. The distance from a pocket or bolt t o the edge of the block should be at least 1 0 0 m m in order to allow for reinforcement.

Pump and compressor bases shall be adequately reinforced in all surfaces, vertical and horizontal. Where bases of small pumps are integral wi th floors or paving slabs, the designer should ensure that slabs are sufficiently thick at those locations and adequate reinforcements are provided t o prevent the propagation of cracks from the surface due to vibration.

10.1 .10 Holding down bolt pockets and the space under the bedplates shall be completely filled wi th grout and all air expelled. Grout thickness should be within the range of 25 m m to 5 0 mm.

10.1.1 1 However, large machines or any machines wi th large out-of-balance forces should be grouted in accordance wi th Manufacturer's requirements, using a flowable non-metallic non-shrink grout. Special grouts shall be placed in compliance w i th the Manufacturer's instructions. If necessary, placing should be supervised by a qualified representative of the Manufacturer.

10.1 . I 2 Some large machines, particularly those having out-of balance forces, i.e. reciprocating compressors, may require alternative means of mounting such as channels set in the foundation block or as recommended by the manufacturer.

DOC. NO. KOC-C-002 Page 29 of 69 REV.l

10.1 . I 3 Seoaration ioints of minimum 20 m m width shall be provided between the equipment foundations and surrounding floor or paving slabs. The joints shall be filled wi th preformed compressible mineral fibre board and non- shrink grout.

Structures and Overhead Pipe Ra&

Generally structures supporting equipment, process pipes, heat exchangers, vessels, air coolers and electrical I instrument cable racks & cable trays, should preferably be designed in structural steel to transfer the loads by means of either moment resisting frames or braced frames in compliance wi th BS 449, AlSC or equivalent as specified in clause 18.0 of this RP.

However if necessary, the designer may choose t o support the above on the structures made of concrete, which shall comply w i th the requirements as per BS 81 10, ACI 31 8M / 31 8RM or equivalent.

Structures shall be designed to resist all the appropriate loads, considering various load combinations thereof and design limits as specified in KOC-C~ 001.

Overhead pipe racks shall be wide enough to include all the proposed pipes at one or t w o levels; and should also consider additional 25% space for future extension. For multilevel pipe rack generally, the top tier should be catered for uti l i ty lines and cable trays to run the electrical and telecom cables separately.

Pipe racks shall be provided wi th pipe shoes or plain steel round bars below the pipes t o reduce the friction forces at the various levels.

Pipe racks shall be designed as the moment resisting frames in the transverse direction perpendicular to the run of pipes and as the braced frames in the longitudinal direction of pipes.

The horizontal spacing of moment resisting frames, composed of steel columns (stanchions) and main beams, and restrained by longitudinal struts or tie beams, shall be determined by the sizes of pipelines to be supported and plant layout in the adjoining areas.

For acceptable piping spans wi th full loads, the column spacing is recommended in the ranges of 6.0 m t o 7.5 m to achieve reasonably economical pipe racks; but in no case shall exceed 12.0 m for any special design condition, as i t leads to heavier pipe racks.

However, minimum column spacing shall be limited to 4.5 m for smaller pipelines of diameters including and up to 76 m m (3"). Spacing less than 6.0 m is not generally preferred t o accommodate the lesser allowable spans of smaller pipelines and conduits, which then should be supported by intermediate crossbeams.

For multilevel pipe racks, the clear vertical distance between the first and second tiers should be decided on the basis of average and maximum pipeline sizes to be installed. Adequate clearance should be provided for lines to lay the pipe-way and for reasonable accessibility for completing field welds, insulation and painting, as well as for fittings and elbows.

DOC. NO. KOC-C-002

Generally, a clear distance of 1.2 m t o 1.8 m should be considered from top of the first tier beam to the underside of the second tier beam for the average lines.

The first tier of multilevel pipe rack for overhead transfer pipelines shall be fixed at 6 .5 m clear above the plant roads for heavy cranes movement or 5 .0 m clear above the process paving level for the smooth passage of major mobile equipment and vehicles without any hindrance.

Page 30 of 69

The first level of load bearing structures and general pipe racks having equipment and process piping shall be above 4.0 m clear from the process paved floor in general plant areas, which are accessible t o mobile equipment for the ease of maintenance.

REV.l

Where steel structures support plant and equipment handling flammable materials, fire proofing shall be provided for the specified fire rating in accordance wi th KOC-C-027 "KOC Standard for Materials and Workmanship - Fireproofing of Structural Steel Works" to satisfy the passive fire protection requirements.

Overhead pipe racks having pipes conveying flammable material like gas shall be fire proofed up to t w o (2 ) levels.

10.2.10 All the supporting columns for heavy structures shall be suitably tied together at the foundation levels by means of grade or sub grade tie beams. However, tie beams connecting supports for light structures may be omitted, if they are adequately embedded in the concrete paving where sufficient lateral restraint is provided by the concrete slab.

10.2.1 1 The area should have proper draining facility connected to the plant drainage system to prevent accumulation of flammable liquid in case of spillage.

10.3 Fired Heateys

10.3.1 Foundations for heaters should provide ample natural ventilation between the underside of the firing floor and the concrete foundations. Heater foundations and grade level flue gas ducts should not be placed on such subsoil, which is prone to drying and shrinkage due t o heat, without adequate air gap and sufficient depth of footings.

10.3.2 The design shall consider the horizontal movements and thrusts t o the columns or piers supporting heaters due to thermal expansion of the heater.

In soft soil areas, foundations for the flue gas trunking should be arranged to prevent harmful differential settlements between the trunking and the heater stack.

DOC. NO. KOC-C-002

Process Tankaqe

Page 31 of 69 REV. 1

Process tanks shall generally comprise of vertical or horizontal cylindrical steel tanks or vessels, including items like blow down tanks and coolers, which primarily form part of process units located within plant plot limits.

Foundations for process tankage should be provided at or near grade levels; and shall be any of the following:

a. Concrete bases or rafts bearing on the surface of the ground

b. Earth foundations wi th concrete ring walls under the tank perimeter.

c . Steel or concrete cradles for horizontal cylindrical tanks

d. Concrete sleeper walls to support a vertical steel tank bottom clear of the ground.

The top surface of tank foundations as per i tem (a) or (b) above should be finished w i th 5 0 m m clean sand cushion as a bearing surface and sand layer shall be protected by an upstand curbing around the periphery from overflowing.

Cradles for horizontal cylindrical tanks should normally be of steel saddles, welded to the tank shell and saddle supports bearing on low, flat topped concrete foundation plinths generally described as in clause 9.6 of this RP.

In cases where tank shells are thin and thermal forces are high, overstressing of tank shells due t o excessive rigidity of the foundations should be avoided. The saddle base plates may have fixed connection wi th oversized holes at one end and sliding connection wi th slotted holes a t the other end to minimize this rigidity.

Cradles of concrete should be designed t o take the full thrusts at their horns (top) and the tank shells should be insulated from any anticipated corrosion on the saddle by means of pads of filler board to prevent moisture absorption.

For tanks containing flammable materials, the passive fireproofing shall be provided in accordance with KOC-C-027; and the cradle frames shall have provision of drain holes to avoid accumulation of any liquids.

Only t w o supports should be provided for horizonral cylindrical tanks, when founded on weak soils. In the case of such tanks containing hazardous materials, a rigid slab and multiple supports may be used as an alternative foundation.

DOC. NO. KOC-C-002 Page 3 2 of 69

Steel Stacks

Steel stacks (flares, vent stacks etc.) and process columns are generally thin walled tall cylindrical structures; and should be designed as self supporting wherever possible; or supported by guys to provide structural stability.

Stacks shall be welded, and shall be embedded into the ground wi th rigid foundations on the hard bearing stratum at founding levels, that may be selected deeper than the normal founding depths, for stability due t o wind loads. The factor of safety against overturning shall be considered not less than 2.0 as minimum.

Steel stacks and tall cylindrical structures are susceptible to large amplitude oscillations during steady winds of moderate velocity giving rise t o resonance conditions and ovalling vibrations, if not properly taken care in the design.

Mass and geometry o f stacks wi th respect to heights shall be chosen in such a way that the critical wind velocity should normally be more than the design wind velocity at the top of the stacks in order t o avoid susceptibility of oscillation. Otherwise, the structure shall be critically damped not to exceed the acceptable limits of amplitudes due to wind-induced vibrations.

Thin-wall stacks are also susceptible t o ovalling vibrations i.e., oscillations where the stack cross-section vibrates as a ring. Whenever applicable, additional circumferential stiffeners shall be provided to the stack in the helical forms (spoilerslstrakes) at the top one-third height t o prevent ovalling.

If guys are t o be used t o support the steel stacks, they shall be made of galvanized steel structural strands or steel wire ropes as required. Structural strands shall conform t o the requirements as specified in ASTM A475 for sizes up t o 518 inches and ASTM A 5 8 6 for sizes over 518 inches; whereas structural wire ropes shall be as per ASTM A603.

Guys when placed should be fixed at an angle of inclination of 45" for most efficient use, but when not possible due t o any constraints, they should be connected at multi-levels to the stack. However, guys shall not be fixed to the stack at slopes lesser than 30" from the horizontal.

Guys shall be anchored in the concrete blocks that shall be designed for the tensile forces from the guys and shall be adequately embedded into the ground.

Guys shall be orientated to avoid crossing of any roads and access-ways

PLANT AND NON-PLANT BUILDINGS - -

DOC. NO. KOC-C-002

Substation Buildinqs and Transformers

Page 33 of 69

Substation buildings generally comprising of switchgear rooms, control rooms, battery rooms and transformer bays should be sized adequately to accommodate all the electrical equipments wi th the necessary safety clearances from the walls and the adjacent equipment in compliance wi th IEC regulations and KOC Standard (3811020).

Substation buildings shall be located in the unclassified (safe) areas. These buildings shall normally be single storied on the ground for small substations; or elevated type to suit the project requirements for bigger substations wi th the basic plinth levels as per Table I of this RP. The sizing of substation building should include also additional space for any future addition.

For elevated substations, the minimum head clearance between equipment floor beams and ground level shall be maintained at 2100 m m above the finished grade, which should be made of compacted gatch.

Adequate openings / cutouts shall be provided in the equipment floor slab for cable entry wi th future openings. These openings for future cables should be sealed wi th checker plate or removable slab panels.

One or more access ramps of non-slip type shall be provided from the surrounding area wi th a slope not exceeding 1 in 15 to all equipment rooms.

Cable trenches, wherever provided, should not be left open, and shall be covered wi th galvanized steel checker plates or sand filled and covered wi th removable concrete slabs.

The entry and exit points of cables in the trenches shall be through the sleeves embedded into the walls, which shall be sealed properly wi th non- setting, non-flammable and non-toxic liquid-tight sealant to prevent ingress of any water or flammable liquids during spillage.

Empty sleeves if provided in walls for future requirements, shall be flanged type and shall be blanked of f w i th blind flanges.

Room ceiling heights shall be determined by overall panel I equipment height, installation, maintenance and requirements for light fitt ings I HVAC ducts and roof beam depths etc., and wi th due regard for the use of any lifting equipment that may be required. However in any case, the ceiling height shall be not less than 3 0 0 0 mm.

Substation buildings shall be adequately protected against ingress of dust, sand and rain wi th double air sealed doors. Concrete plinth protection cum walkway of at least 1 0 0 0 m m wide shall be provided all around the building.

11 . I .8 Floors shall be made of reinforced concrete t o support heavy electrical equipment and shall be smooth trowel finished self-leveling screed wi th floor hardener. The finished floor shall be painted w i th light grey colour epoxy paint. If required, steel rolled sections (joists or channels) should be embedded flush wi th the floor t o roll out the equipment.

DOC. NO. KOC-C-002

11 . I .9 Roofs shall be made water leak proof wi th the necessary treatments and watertight membranes such as EPDM or equal as specified by the designer and approved by KOC.

Page 34 of 69 REV.l

Roofs shall be protected wi th steel hand railings wi th the toe board 1 plate or concrete parapet walls of similar height wi th access facility for maintenance of electro-mechanical equipment t o be installed thereon.

11 . I . I 0 Electrical control panel room wherever specified in the substation building, shall have raised access flooring consisting of 6 0 0 m m x 600 m m removable type non-slip anti-static vinyl finished noncombustible panels. These floor panels shall be mounted on removable telescopic type electro- zinc plated steel pipe supports wi th threaded studs to allow for level adjustments. When finally assembled, the floor shall be rigid and free from vibration rocking, rattling and squeaking.

1 If rooms like office 1 storage 1 filing etc. are t o be constructed attached to the substation building, they shall be provided w i th independent entrance door from outside; and shall be completely isolated from the substation building by fire rated walls and doors.

These walls and doors shall have the fire rating of minimum t w o (2 ) hours, or as appropriate as per KOC-C-001; and the openings for cables (power, lighting, telephone etc.) and for HVAC ducts shall be provided wi th UL approved through-penetration fire stops to achieve this rating as per ASTM E 814 .

11 .I . I 2 For elevated type substation buildings, the open space between the ground beams and equipment floor beams shall be closed w i th chain link fence panels and minimum t w o (2 ) Nos. of 1 0 0 0 m m wide personnel entry gates shall be provided all along the periphery of substation building. Chain link fabric shall be of 2 5 m m x 25 m m mesh, hot dip galvanized wi th PVC coating.

11 . I . 1 3 Battery rooms shall be independently ventilated and the floors shall be finished w i th approved acid resistant tiles of anti-slip type. Tiles should be bedded and jointed in chemical resistant mortar.

Drain(s) shall be provided in the battery room(s) wi th floor sloping from all directions towards the drain points, which should be connected t o chemical drain network.

11 .1 .14 Transformers should be located in separate covered bays adjoining but outside the substation buildings, and shall be supported on independent concrete foundations. In case more than one transformer (oil filled type) are to be installed adjacent t o each other, fire walls made of minimum 230 m m thick brick or concrete block work should be provided t o minimize the degree of fire risk. Roof covering may be of either pre-engineered steel structure or reinforced concrete canopy slab extended from the building.

DOC. NO. KOC-C-002

11.1 . I 5 The space surrounding the foundation block and within the enclosure walls shall be filled wi th open graded gravel or stone chippings so that the volume of the voids provided should not be less than the volume of oil contained in each transformer.

Page 35 of 69

A sump should be provided consisting of a trapped gully set within brick walls wi th porous openings, to allow rainwater t o drain of f while keeping the chippings clear of the gully. The outlet from the trapped gully should be connected t o the oily water drainage system if available, or provision should be made for pumping out.

11 . I . I 6 All transformers shall be protected by enclosures and roof including fences wi th gates for access in compliance wi th clause 1 7 . 0 of this RP.

11.2.1 Control buildings shall be planned independently, depending on available plot size, as the single storied or double storied building, catering to all the requirements for operations of the plants (GCIBS). Adequate spaces shall be provided t o the operators and other essential personnel wi th facilities for 24 hours operation every day and for the necessary equipment to be located within the building.

11.2.2 Control buildings should include as a minimum, but shall not be limited to the following facilities only:

a. Control room b. Auxiliary 1 Marshalling rooms c. Telecom I LAN room d. Conference & Training rooms e. Rest rooms f Toilets, shower and locker rooms g. Prayer room h. Pantry i. Offices j . Instrument room k. Electrical room I. Mechanical room (HVAC) m. Store room(s1 n. Other if any.

11 .2.3 The design of control buildings should consider the under-floor space 1 basement to serve as air return and passage for routing electrical 1 instrument cables. Suitable vapour barriers and seals shall be used; and absolute minimum openings shall be allowed t o assure dryness. Conduit bank entrance shall have the provision to eliminate the possibility of any liquid (water or oil) entry.

11.2.4 If control building is required to be blast resistant, i t should be designed safe considering the dynamic forces generated out of overpressures due t o any blast loads, its anticipated direction and distance of the source. Current models of dynamic analysis should be used t o derive the forces acting on the building wi th minimum openings.

Alternately, independent blast resistant walls should be considered outside exterior doors to reduce blast pressures acting on the doors. These walls shall be constructed wi th concrete of suitable thickness, and shall be fully reinforced on both sides vertically and horizontally as per the actual design.

11 .2.5 Control building(s) should be located in the unclassified (safe) area; but if happens to be within hazardous area, it shall be designed t o maintain a positive internal pressure t o prevent ingress of hazardous vapour 1 fumes inside the building. In such case, air lock shall be provided at the main entrance of control building.

Many times, the control buildings in safe areas are also preferred to be pressurized to ensure that the wind blown dust and harmful gases should not enter into them.

11.2.6 Control buildings should preferably be comprised of concrete load bearing structural frames wi th infill materials for cavity walls. The cavity walls shall generally be made of 2 3 0 m m thick recast concrete blocks, 5 0 m m air gap, 4 0 m m rigid insulation and 11 5 m m thick sand lime bricks, totaling to 435 m m thickness.

11.2.7 Room heights shall be made adequate by taking proper allowances for light fittings, HVAC ducts etc. and a lightweight suspended acoustic ceiling of approved quality and make shall be provided at not less than minimum 3000 m m above the finished floor level.

11 .2.8 Control buildings should have floors wi th smooth finishes as specified by the designer as per the facility requirements.

However, raised access flooring shall be provided in the control room, auxiliary room, marshalling room and telecom 1 LAN room for running large number of cables. The flooring system shall be of approved type and make, t o satisfy the following:

a. The floor shall be made of 600 m m x 6 0 0 m m removable type non-slip anti-static vinyl finished noncombustible panels. These panels shall be mounted on removable telescopic type electro-zinc plated steel pipe supports wi th threaded studs t o allow for level adjustments, and shall be

b. The floor shall be rigid when finally assembled; and shall be free from any rocking and squeaking.

DOC. NO. KOC-C-002

c. The under floor area shall be sealed w i th a suitable paint t o suppress dust.

d. Proper ventilation shall be provided to the under floor space,

installed over the reinforced concrete sunken slab as per the installation requirements.

Page 37 of 69

11.2.9 Roofs shall be made water leak proof wi th the necessary treatments and with watertight membranes such as EPDM or equal as specified by the designer and approved by KOC.

REV. 1

Roofs shall be protected wi th steel hand railings w i th the toe board 1 plate or concrete parapet walls of similar height wi th access facility for maintenance of equipment(s) to be installed thereon.

11.2.10 Control buildings except blast resistant type shall have normal size windows as necessary, wi th splinter proof, non-spalling type glasses. However, control room windows should be kept t o the optimum area for adequate daylight illumination without excessive glare or heat loss.

11.2.11 Where control building is more than single storied, emergency / fire escape stairways shall be provided.

11.2.12 Control buildings shall be furnished wi th the fire and gas alarms in accordance wi th KOC-L-006 "KOC Standard for Fire and Gas Detection Equipment" and shall be equipped wi th fire fighting facility as per KOC-L- 0 0 9 "KOC Standard for Fire Protection and Safety Equipment".

11.2.1 3 Control buildings shall be provided wi th 1 5 0 0 m m wide concrete plinth protection cum walkway around the buildings

Other Plant Buildings

Other plant buildings such as compressor house, pump house, chemical storage building should be made either of structural steel in framed structures w i th sheet claddings or of reinforced concrete in load bearing frames wi th block walls, as decided by the designer w i th KOC approval.

Building layout, sizes and equipment clearances shall be subject t o KOC review prior t o detail design that should meet all the functional and safety requirements as envisaged or specified by KOC.

The design shall be carried out wi th the appropriate loads in accordance with the relevant provisions specified in KOC-C-001, and shall comply wi th applicable codes and standards of BS, AlSC or ACI given in clause 4.2 of this RP.

All other requirements of rooflwall coverings, ceilings, doorslwindows and finishes etc. shall be assessed and developed in the detailed specifications by the designer/contractor as appropriate subject to KOC approval.

DOC. NO. KOC-C-002

Non-Plant Buildings

Page 38 of 69

Non-plant buildings such as administrative offices, workshops, warehouses, stores, laboratory, amenity and residential buildings should be planned as per the KOC requirements; and should be designed in accordance wi th the relevant clauses of KOC-C-001 for the appropriate loads as well as wi th applicable design codes and standards of BS, AlSC or ACI given in clause 4 .2 of this RP.

The buildings should be constructed wi th the materials, either concrete or steel or combination of both, as specified by either KOC or the designer; and should be finished good to suit the general aesthetic and construction requirements wi th KOC approval.

PAVING AND ACCESSWAYS

The designer should determine the need for paving areas and their extent within each site. All intended uses and loading requirements for paving including culverts, suspended and removable paving slabs, should be considered in the design. In general, paved surface areas should be kept to a minimum consistent wi th following general requirements listed below.

Process Plot Areas

a. Concrete paving should be provided within plot limits only where necessary for vehicular and pedestrian access t o process plant, equipment buildings and maintenance areas, and as a drainage surface in areas which may be subject t o oil or chemical spillage during operations or maintenance.

b. Paved areas, other than meeting the requirements for collection of surface water, oil or chemical spillage, should also consider in the design the following conditions and additional requirements:

i) Flammable liquid spills do not collect under process equipment. i i ) Firewater should not spread t o process or plant areas unaffected by

fire incident. iii) Specific catchment areas for drainage within a process or plant unit

should be defined in relation to the layout of the individual parts of the unit and applicable fire fighting methods.

c. Catchments should be generally defined by high points of the paving or in particular cases by upstand kerbs. However, trip hazards or obstruction of access-ways shall be avoided.

d. If a specific potential fire risk has been identified within a plant, additional paving may also be needed t o allow efficient drainage of the high volume of firewater f lows.

e. Additional paving may be required in some areas of the plant as a protective layer against erosion of certain soil types.

f. Concrete paving should generally be provided for:-

i) Vehicular access-ways from process plot limits t o the paved areas. ii) Walkways. iii) Maintenance access comprising of 1200 m m wide paving around

any individual equipment isolated from main paved areas. iv) Tube pulling areas for heat exchangers, where oil may be spilt

during extraction and removal of tube bundles, even where such areas are outside plot limits.

v ) All groups of pumps and compressors, continuously around and piping manifolds, associated wi th pump stations as well as generally under all structures supporting process plant overhead.

vi) Access ramps for maintenance vehicles, trolleys etc.

g. Concrete access-ways should be provided from t w o opposite direction to all critical equipment such as Fire Water Pump, Instrument Air Compressor etc. to cater for operation and maintenance in case of emergency situation.

h. Concrete paving should not normally be provided for walkway access to isolated floodlight towers and manholes.

12.1.2 Offsite Areas

There are no general requirements for paving in offsite areas. However, paving may be required at particular locations such as pump areas, metering areas and manifold areas where hydrocarbon and chem~cal leakage or spillage could occur.

12.1.3 Tankage Areas

For paving details in tankage areas, refer t o clause 15 .0 of this RP

12.2 Pavinq Arranqernent

12.2.1 Concrete paving should be laid to falls sloping wi th a gradient 1 in 1 0 0 t o drainage points. The perimeter of the paving should be at Grade Level. Bituminous paving wherever provided, should have minimum slopes not less than I in 6 0 t o ensure adequate drainage without ponding.

12.2 .2 Drain points and valley lines should be located t o ensure an unhindered f low past all bases, plinths, columns and other obstructions. High points should be located along cable trenches, expansion joints and over sub-grade beams, and the valleys along any pipe trenches.

DOC. NO. KOC-C-002

12.2.3 Paving layout drawings should show all bases, plinths, columns and other obstructions, wi th paving valley lines and ridges indicated and all falls shown wi th arrows in order t o eliminate any dead areas that could cause

Page 4 0 of 69

ponding

12.2.4 Surface drainage collection points should be provided wi th their top level set 25 m m below the paving surface, pipe trench bottom or other surface to be drained.

12.2.5 Paving should be kept as free as possible from all obstructions liable t o cause a trip hazard. Covers for cable and pipe trenches, manholes, sockets and the like should be graded flush wi th the paving w i th hand grips sunk below. Open pits and sumps should be protected by railings.

12.2.6 Pipe trenches within the paved areas should be avoided wherever possible. Pipe trenches below paving level where unavoidable, should comply wi th the clause 14.3 of this RP.

12.2.7 Where permanent access-ways from the plant t o the surrounding roads are ramped, the slope should not exceed 1 in 15.

12.3 Edqinq a n d - K e r n

12.3.1 Protection should generally be provided to the paving formation at the perimeter or edge of all paving. The pavement edging may be formed either by inverted kerbs or downstand edge beams of minimum dimensions 1 5 0 m m width x 3 0 0 m m depth where:-

a. offsite fill or natural ground beyond the plot limit is more than 1 0 0 m m below the edge of the plot paving.

b. offsite pipetracks, cable trenches or draw pits, manholes or valve pits are at lower levels immediately adjacent to the plot paving limit.

12.3.2 Inverted kerbs or downstand edge beams are not required for the edges of concrete paving and access-ways where they terminate at unpaved areas within the plot limits or directly adjoin offsite roads or paving.

12.3.3 Where concrete paved access-ways from the plot meet bituminous pavlng of offsite roads, a flush edge kerb should be provided. Where such access- ways adjoin surrounding roads, a minimum internal radius of 9 .0 m should be provided at the junction of paved access-ways.

DOC. NO. KOC-C-002 Page 41 of 69 REV. 1

Fully supported upstand kerbing t o a height of 1 5 0 m m should be provided around the bend and for 1000 m m beyond the tangent points. The top surface of the 1 0 0 0 m m beyond the tangent point should slope down to road and access-way level.

12.3.4 Where paved and unpaved plot limits adjoin offsite fill or natural ground more than 1 0 0 m m below the edge of the plot paving, provision should be made for fill t o be graded down from plot limits t o the lower offsite levels.

Widths of access-ways should be such that they serve the intended purpose without any inconvenience, and should be neither too narrow nor too wide. As a guidance, the minimum widths should conform to the following as given in Table II:

Table II : Recommended Widths of Access-ways

G o . 11 Description . . . .

Minimum Width

12.5 m e a d Clearances

1 2 3 4

5

Minimum clear vertical distance for all overhead structures, platforms, piping supports and equipment should be maintained over the plant paving surface as recommended below in Table Ill of this RP.

Table Il l : Recommended Overhead Clearances

Access-ways for vehicles within Plant Plot limits Access-ways for Pedestrian Elevated walkways within Plant Plot Limits Clear Access for Maintenance around individual equipment and its appurtenances isolated from the main paved areas Stairways in Tankage areas

6 . 0 m 1 . 0 m 1 . 0 m 1 .0 m

1 .0 m

1 2 3

12.6 Live (Imposed) Loads

4 5

Culverts, suspended paving slabs and removable cover slabs for service trenches should consider in the design the following live loads (imposed loads) t o serve the intended purpose as given in Table IV of this RP.

Over Plant roads for heavy cranes Over Plant access-ways for major mobile equipment Over Plant general paved areas accessible t o mobile

6.5 m 5.0 m 4 .0 m

:-

equipment Over pumps and turbines from h ~ g h point of paving Over walkways, passageways and platforms

2 .5 m 2 . 1 m

DOC. NO. KOC-C-002 Page 4 2 of 69

Table IV : Recommended Live (Imposed) Loads

Description Live (Imposed) Loads

ii 1 in paved areas accessible t o vehicles ( m p a c t ) at 9 0 0 m m c i c w i t h 4 (1

(LL) 1

2

3

I in unpaved areas w i t h no vehicle access.

4

5

Soil Supported Concrete Paving

Culverts and suspended paving slabs in vehicle access-ways Suspended paving no t accessible t o vehicles

Removable cover slabs t o service trenches

Concrete paving should be designed for the appropriate thickness w ~ t h adequate reinforcements for the loads, arising out of the above intended usage of the paving within the plant plot limits, offsite and remote places; and shall be laid on compacted soil t o have uniform support.

AASHTO or H A loading as per BS 5 4 0 0 10kN point load o n area 3 0 0 mrn2 and 5 kN/rn2distr ibuted load 5 0 kN wheel loads ( 40kN + 2 5 %

Removable cover slabs t o service trenches in paved areas no t accessible t o vehicles Removable cover slabs t o service trenches

Sometimes, minor static equipment, l ow level manifolds, small diameter pipes, platforms and stairs are supported on the concrete paving in place of separate footings. In that case, the supporting areas of the paving should be thickened over the normal thickness and should be strengthened wi th additional reinforcements.

wheels maximum per axle l O k N point load o n area 3 0 0 mm2 placed t o produce worst ef fect 5 kN/m2 distributed loads

Access-ways and paving accessible to vehicleslmobile equipment, and drop out areas where heavy loads may be placed or handled during maintenance, should have a minimum thickness of 1 5 0 mm, adequately reinforced in top and bottom to suit loading and ground conditions.

Paving not accessible t o vehicles should be reinforced and should have a minimum thickness of 1 0 0 mm.

Permanent ladders from paved / ground level should be connected, wherever possible, directly to its supporting structure and should be kept clear of the paving to avoid effects of any settlement and corrosion at ground level.

Paving to cable trenches not subject to vehicular loading and supported on compacted sand fill should be 75 m m thick concrete screed of characteristic strength 1 0 N/mm2, generally without reinforcement.

Where cable trenches are subject t o vehicular loads, removable type cover slabs should be installed in place of in-situ paving.

DOC. NO. KOC-C-002

12.7.7 Paved walkways of the main paved areas should be of 50 m m thick precast concrete paving tiles of approved quality and colour.

12.8 Joints

12.8.1 Paving slabs shall be provided wi th movement joints (contraction/expansion) to minimize the potential cracks in concrete due to the high temperature variation in Kuwait. Hydrocarbon resistant mastic sealing compounds should be used for joint sealants. Steel reinforcements should be either made continuous through contraction joints or curtailed at joints as specified by the designer t o suit the requirements.

12.8.2 Paving shall be discontinued around equipment bases, pedestals, columns, grade beams and manholes unless otherwise specified. A clear gap of suitable width ranging from 12 m m t o 25 m m shall be provided all around. The joint should be filled wi th preformed compressible mineral fibre board and should be sealed wi th approved sealing materials t o prevent ingress of water, soil, chemicals and other foreign materials.

12.8.3 However screeds should be poured in-situ against the adjacent paving edges without jointing or sealing, and for a maximum length of 5 m at one time.

12.9 Unpaved Areas

12.9.1 Unpaved areas adjacent t o buildings and structures shall be sloped t o direct surface water and rainwater from roofs away from the buildings and structures at a minimum slope of 1 in 20 for the first 3000 mm.

12.9.2 Unpaved areas not occupied by equipment, buildings or any structures should be graded to have adequate continuous slopes to drain towards drainage swales, storm water inlets, roadways or natural water courses. The surface runoff shall be carried under walkways and roadways in pipes of sufficient sizes to avoid clogging by debris an oth