CI SPC 0001 0 Civil Work Scope

Project Title:

XXXXXXXXXXXXXXXXXXX

CIVIL DESIGN BASIS

REV. DESCRIPTION ORIG. REVIEW APPROVAL DATE CUSTOMERAPPROVAL DATE

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REVISION HYSTORY

REVISION DESCRIPTION DATE

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TABLE OF CONTENTS

1.0 SPECIFICATION SCOPE.............................................................................3

2.0 DEFINITIONS................................................................................................4

3.0 ACRONYMS AND ABBREVIATIONS..........................................................4

4.0 UNIT OF MEASUREMENT...........................................................................4

5.0 DESIGN CRITERIA.......................................................................................45.1 Codes and Standards...............................................................................................4

6.0 LOAD CASES...............................................................................................6

6.1 Dead Loads......................................................................................................66.2 Live Loads...................................................................................................................... 6

6.3 Lateral Loads on Handrails..............................................................................................7

6.6 Wind Load...................................................................................................................... 7

6.7 Earthquake Load......................................................................................................7

6.8 Equipment Load (Q).................................................................................................8

6.9 Truck / Railway Loads..............................................................................................8

6.10 Maintenance Loads..................................................................................................8

7.0 LOAD COMBINATION..................................................................................8

8.0 REINFORCED CONCRETE DESIGN WORKS............................................98.1 Materials................................................................................................................... 9

8.2 Foundations Design................................................................................................10

9.0 STEEL STRUCTURES...............................................................................139.1 Materials.................................................................................................................13

9.2 Allowable Displacement and Deflection.........................................................................14

10.0 REINFORCED CONCRETE PAVING.........................................................1510.1 Heavy-duty Paving.................................................................................................15

10.2 Medium-duty Paving...............................................................................................15

10.3 Light-duty Paving....................................................................................................15

10.4 General Conditions for paving................................................................................16

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1.0 SPECIFICATION SCOPE This Technical Specification covers the data to be considered in the design of civil part, and general design criteria as minimum design requirements for foundations, concrete and steel structures for the project XXXXXXXXXXXXXXXXXXXX.

2.0 DEFINITIONSThe following definitions will be used in this document without the need of any further explanation:

Company/Principal:

Contractor:

Contract:

Job no.:

Manufacturer/Vendor: any third Party/Entity that will be awarded by the General Contractor for manufacturing and/or supplying of equipment, materials and devices for the Project.

3.0 ACRONYMS AND ABBREVIATIONS

ASCE American Society of Civil Engineers; ICC International Code Council;ACI American Concrete Institute;ANSI American National Standards Institute;AISC American Institute of Steel Construction;ASTM American Society for Testing and Materials;AWS American Welding Societyr.p.m rotation per minute;MFR Manufacturer.

4.0 UNIT OF MEASUREMENTThe International System (SI) shall be used.

5.0 DESIGN CRITERIA

5.1 Codes and Standards

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Civil and structural design will be completed in accordance with the applicable sections of the latest edition, plus addenda of the codes and standards as detailed in Section 5.1.1, Section 5.1.2, Section 5.1.3. When an edition date is not indicated, the latest edition in force at the time of the contract award shall apply. Where there are conflicts between the requirements of different Codes and standards the most stringent criteria shall apply.

The following Codes, Standards and norma shall be applied of this project:

5.1.1 Loading

- Minimum design Loads for Buildings and other Structures, ASCE 7-05.

- International Building Code, IBC 2006.

5.1.2 Foundations and Concrete Works - Building Code Requirements for Structural Concrete, ACI 318-05.

- Specifications for Structural Concrete, ACI-301-05.

5.1.3 Steel Structures - Specification for Structural Steel Building, AISC 360.

- Manual of Steel Construction, 13th Edition.

- Standard Specification for Carbon Structural Steel, ASTM A36/A36M-01.

- Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength (AASHTO No. M164)" ASTM A307-02 .

- Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength, ASTM A325-02.

- Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement, ASTM A615/A615M-01b.

- Standard Specification for Steel for Structural Shapes, ASTM A992/A992M-02.

- Standard Specification for Anchor Bolts, Steel, 36, 55 and 105 – KSI Yield Strength, ASTM F1554-99.

- Structural Welding Code Steel, AWS D1.1.

- Structural Welding Code – Reinforcing Steel, AWS D1.4.

5.1.4 Reference Specifications and Documents- Project Specifications : XXXXXXXXXXXXXXXXX- Concrete Technical Specification,

XXXXXXXXXX – Steel Technical Specification.

- Occupational Safety and Health Standards (OSHA) 29- Part 1910.

- Safety and Health Regulations for Construction 29- Part 1926.

5.1.5 Site survey and geotechnical investigation The site survey report prepared by the survey consultant shall contained the horizontal

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and vertical measurements.

The geotechnical investigation report prepared by Geotechnical Consulting Engineers, for Zubair Temporary Compression station location shall be contained all soil data and recommendations necessary for foundations design and all of the other civil works.

6.0 LOAD CASES

6.1 Dead Loads

The structural dead load is the weight of all structural materials (including the weight of all empty equipment, pipes, insulation and electrical conduits) becoming a permanent part of the completed structure.

The equipment’s empty weight is the weight of equipment (such as vessels, heat exchangers, stacks, pumps, and piping), supported by the structure, without any service or testing fluids..

Equipment weights are in accordance with the specification and/or drawings provided by the equipment’s vendor or manufacturer.

The lateral earth pressure is considered as dead load.

Actual loads due to roof-mounted HVAC equipment are applied to buildings (if any).

For soil and basic construction materials, the following values are assumed unless an exact evaluation is completed:

- Density of soil: according to geotechnical reports- Density of reinforced concrete: 2500 kg/m3

- Density of plain concrete: 2400 kg/m3

- Density of structural steel: 7850 kg/m3

6.2 Live Loads

The design live load on an area is defined as the weight of all movable loads, including personnel, tools, and parts of dismantled equipment, cranes, hoist, and temporarily stored materials.

The live load is considered as uniformly distributed over the horizontal projection of the loaded areas, except for loads of a concentrated nature.

Generally, the live loads are in accordance with ASCE 7-05, unless otherwise stated in this specification.

The live load includes the following items:

- Load due to personnel- Movable partitions- Movable equipment- Maintenance loads - Dismantled fittings- Storage weights

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- Impact and dynamic loads- Crane and runway loads- Earth pressure

6.3 Lateral Loads on Handrails

Lateral loads on handrails, stairways, external and internal, are designed to resist a horizontal thrust of 0.75 kN per meter, applied perpendicularly to the top railing.

6.4 Loads Acting on Vibrating Machinery Foundations

In the case of vibrating machinery, compressors and pumps, it is as certained that all the supporting structural elements are able to support the loads, and that the vibrations produced by the machinery/foundation system are below acceptable limits, based upon recognized amplitude/frequency curves.

If a dynamic analysis is to be performed to determine the amplitude of foundation vibration on specific machinery, service loads given by the machine manufacturer will be used.

6.5 Loads on Roads

Traffic loads for access roads are in accordance with ASCE 7-05 and IBC 2006.

6.6 Wind Load

Structures will be calculated to the wind action according to the requirement of Minimum design Loads for Buildings and other Structures, ASCE 7-05.The basic wind speed will be considered equal to 160 km/h (45 m/s) for buildings, structures and chimneys.

6.7Earthquake Load

Structures will be designed against earthquake in accordance with IBC 2006, based upon the following:

Seismic Probablity Zone: 1-2

Site Class: D

Occupancy category: II

Site Coefficients: Ss =0.31; S1=0.14 (for Basra zone)

The site Class shall be determined in geological survey in accordance with thereferences stated in ASCE 7-05. The site profile shall be normally obtained by drillingseveral cores on the property.

The distribution of the total lateral earthquake load over the height of the structures will be designed in accordance with IBC 2006.

Earthquake and wind forces shall not be considered simultaneously.

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6.1 Equipment Load (Q)

6.8.1 Equipment Erection (Qe)

This load includes the weight of equipment. It is to be considered as a dead load.

6.8.2 Equipment Test (Qt)

Equipment test load is the weight of the equipment plus the weight of water or other fluid testing media necessary to perform the hydraulic test. In static calculations, the weight of testing fluid is considered a live load.

6.8.3 Equipment Operation (Qo)

Equipment operation loads (Qo) are the weight of the equipment, machinery and pipes supported by the structure, including the weight of the operation fluid (liquid, gas) which flow thru the piping system or equipment.

6.2 Truck / Railway Loads

Surcharge from both operational and constructional traffic shall be to BS 5400 part 2, Type HA loading with a maximum wheel load of 11.43 tons, applied to main access road only.

Trenches shall not be considered as being laterally supported by trench covers.

For maintenance or operating condition the minimum surcharge shall be 10kN/sqm.

6.3 Maintenance Loads

In addition to the loads imposed upon the structure in its installed condition, all parts of the structure and any temporary works shall be designed to accept the loads imposed upon them during all conditions of construction and erection. In particular, extreme point loads can be introduced during the lowering of heavy equipment onto a supporting structure and also during the exact positioning (lining out and levelling) of equipment.

7.0 LOAD COMBINATION

Load Combinations and Load Factors (with regard to ACI 318-05)According to ACI 318-02 clause 9.1.3 & appendix C, for reinforced concrete structures the following load combinations shall be applied:

U=1.4D+1.7L U=0.75 (1.4D+1.7L)±1.6W U=0.75 (1.4D+1.7L)± E) U=0.9D±1.3W

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U=0.9D±1.4E U=1.4D+1.7L+1.7H (Where D or L reduce the effect of H, U=0.9D+1.7H shall be used)

Load Combinations and Load Factors (with regard to AISC)

For steel structures applicable load combinations are as follows: 1.0 D 1.0 D + 1.0 L 1.0 D ± 1.0 W 1.0 D + 1.0 L ± 1.0 W 1.0 D ± 1.0 E 1.0 D + 1.0 L ± 1.0 E

Note: The total earthquake force shall be applied at two opposite directions, both in longitudinal and transversal perpendicular axis (ie; x, -x, y, -y).

8.0 REINFORCED CONCRETE DESIGN WORKS

8.1 Materials

8.1.1 General

Material quality for reinforced concrete will be in accordance with ACI 318, Building Code Requirements for Reinforced Concrete.

All bar arrangement, such as spacing, lapping, anchorage and concrete cover, is carried out according to ACI requirements.

Reinforcement details not shown on design drawings are carried out in accordance with the requirements of ACI 315, Details and Detailing of Concrete Reinforcement.

8.1.2 Concrete Grades

Concrete work is designed using the following characteristics, with “f’c”-specified compressive strength at 28 days for cylindrical/cube specimen (ASTM C39):

- Lean concrete f’c = 15/20 MPa- Paving f’c = 25/30 MPa- Foundation concrete f’c = 30/37 MPa- Prefabricated concrete f’c = 30/37 MPa

8.1.3 Reinforcing Steel

Deformed steel bars, Grade 60, in accordance with ASTM standard with a minimum yield stress of 420 MPa or equivalent will be used.

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Mesh fabric reinforcement will be in accordance with ASTM A185 or ASTM A497.

Plain bars of any diameter shall not be used for structural purposes.

a) Deformed Steel Bar, Grade II, in accordance with ASTM standard, with a

minimum yield stress of 3000 kg/cm2 or equivalent which must be approved by GC.

b) Deformed High Tensile Strength Steel Bars, Grade III, in accordance with ASTM

standard, with a minimum yield stress of 4000 kg/cm² or equivalent.

c) Reinforcing Fabric Mesh in accordance with ASTM A185 , ASTM A497 .

d) Anchor Bolts

Anchor bolts shall be Grade 4.6 or 5.6. Grade 8.8 shall be used only with prior approval of GC.

The forging and heating of anchor bolts is not allowed.

Anchor bolts may be designed for combined tension and shear as per AISC.

Anchor bolts to be straight bars, with the bottom embedded-end threaded and fitted with a standard nut and washer tack welded to the bar. Hooked anchor bolts are not to be considered.

Anchor bolts will be fitted with two nuts and a washer. Minimum edge distance measured to the outside of the pedestal, will be 100 mm or four times the bolt diameter, whichever is greater.

Minimum spacing between anchor bolts will be 150 mm or eight times the bolt diameter, whichever is greater.

8.2 Foundations Design

8.2.1 General Design Criteria and Details

The following design criteria will be applied:

Foundation systems shall be based on the recommendation stipulated in the Geotechnical Report investigation made by Geotechnical Consultant.

The slope, traced from the bottom edge of any main footing (inclined at 60 degrees/vertical line), will not interfere with the bottom edge of any other main footing.

Foundations will be cast on a minimum 75 mm-thick layer of lean concrete.

The top of concrete foundations will be at least 100 mm above the high point of paving or finished grade level, unless otherwise noted in related drawings.

Foundations for equipment, will extend not less than 100 mm from the edges of base –plates, unless otherwise specified on the manufacturer’s drawings.

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Anchor bolts will be positioned within the reinforcing bar cage. As general rule, anchor bolts will be installed before concrete casting. If necessary, adequate pockets will be provided in the foundation for anchor bolts to be installed later. Pockets will be filled using non-shrink grout.

The minimum clear concrete cover to all reinforcing bars will be 50 mm.

8.2.2 Geotechnical Checks

The maximum stress on soil is determined upon the results of geotechnical reports.

Foundations are designed according to the following criteria:

- Maximum soil pressure, determined by considering the dimensions and shape of the foundation, will be lower than the allowable figure for all non-factored applicable loading combinations (maximum vertical load, maximum overturning moment or both).

- Minimum overturning safety factor is considered 1.5 for all loading conditions.

- The minimum sliding safety factor will be 1.5 for all loading conditions.

- The friction coefficient between the soil and foundations is determined on the basis of the results in the geotechnical report .

8.2.3 Equipment and Steel structures Foundations

All foundations shall be spread footing, combined footing or mat. Allowable bearing pressure varies and shall be in accordance with the Geotechnical Report.

8.2.4 Heavy Machinery FoundationsHeavy machinery shall be defined as any equipment having reciprocating or rotary masses as the major moving parts, and having a gross plan area of more than 2.8 sq.m or a total weight greater than 2270 kg.

These foundations may be designed by weight ratios and static analysis, the other requirements, as explained hereinafter shall also be satisfied.

Weight Ratios

Reciprocating machines:

The minimum weight of the foundation for reciprocating machines shall be at least 3 times the total weight of the machine, the base plate and the driver or as recommended by the equipment VENDOR, whichever is greater.

General Requirements for Heavy Machine Foundations

Soil bearing pressure should not exceed 50% of the allowable values for static loads.

The ratio of foundation to heavy machinery weight should not be less than 3 to 1 for reciprocating machinery.

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Foundations for heavy machinery, supported on grade, shall have a minimum width at the base equal to the vertical distance from the foundation base to the machine centreline.

Reciprocating machinery and associated components shall be supported directly on a single rigid foundation.

Foundations for heavy machinery shall have a frequency ratio outside the range recommended by the machinery vendor. In lieu of that a frequency ratio of 0.8 to1.2 may be used if practicable. Where second-order unbalanced forces or couples are present, the same frequency ratio restriction should apply in the second order if practicable. Within the range of recommended vendor value or the 0.8 to 1.2, damping effects shall be considered in the analysis.

Heavy machine foundations, reciprocating or centrifugal, designed by static and/ or dynamic analysis and proportioned by weight ratios shall also satisfy the following general requirements:

a) The minimum thickness of the foundation mat or the substructure for all foundations shall be 500 mm or 1/10 of its maximum dimension, whichever is greater.

b) All parts of the machine foundation shall be independent of adjacent foundations.

c) Joints with a minimum thickness of 25 mm and filled with an elastic filler (approved by Geotechnical Consultant) shall be provided between all floor slabs and machinery foundations.

d) The area of reinforcement for foundation mat and piers (if any) of machinery foundations shall be computed in accordance with ACI 318 Code with a load factor of 1.4 applied to all the loads. The requirements of this code regarding the minimum amount of reinforcement shall also be considered, but in any case the provided reinforcement shall not be less than 16mm diameter deformed bars extending horizontally and vertically near all faces of the foundation block at 300mm centres or 50 kg/m3 whichever is greater.

f) The minimum clear concrete cover to all reinforcing bars shall be 50 mm.g) The minimum distance between the edges of the foundation and the edge of the

machine's base plate or skid shall be 50 mm.

h) The minimum distance between the edges of the foundation and the centreline of the anchor bolts shall be 100 mm.

i) The maximum soil bearing pressure under the foundations of reciprocating and centrifugal machines shall not exceed one-half of the safe allowable soil bearing value, respectively.

Reciprocating Machinesa) The static analysis shall take into account the following loads and forces:

- The total weight of the machine, the base plate and the driver.

- The total weight of the foundation.

- Earthquake forces or possible live loads.

- Unbalanced forces and couples shall be applied as specified by the MFR equipment.

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b) The dynamic analysis shall take into account the following loads and forces:

- All the primary unbalanced forces, couples and moments at specified operating

speeds for calculation of the primary amplitudes.

- All the secondary unbalanced forces, couples and moments at twice the specified

operating speed(s) for calculation of the secondary amplitudes.

c) Foundations for all reciprocating machines shall be so proportioned that

the following conditions are satisfied:

- The width of the foundation mat or the dimension perpendicular to the crankshaft to

be at least 1.5 times greater than the distance from the centreline of the shaft to the

bottom of the foundation.

- The length of the foundation mat or the dimension parallel to the crankshaft to be

approximately 600 mm greater than the length of the pier, if any

d) Foundations for reciprocating machines, if the machine is qualified as a

heavy vibrating machine, shall be so proportioned that the following

conditions are also satisfied:

- The horizontal eccentricity, in any direction, between the centroid of the machine - foundation system and the base centroid of the base contact area shall not to exceed 5% of the respective base dimension.

- The centre of gravity of the machine- foundation system and the lines of action of the unbalanced forces to be as close as possible.

- The total peak to peak amplitude not to exceed 0.05 mm or as recommended by MFR equipment.

9.0 STEEL STRUCTURES9.1 Materials

9.1.1 Structural Steel

Material for structural steel shall be high steel Grade ST 52-2 in accordance with ASTM A992 with a minimum yield stress of 355 MPa, or approved equivalent and conform to the following requirements:

ASTM A992 and ASTM A36; Structural Steel sections.

ASTM A36; Steels Plates

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9.1.2 Bolts, Nuts and Washers

Hexagonal bolts screw and nuts shall be conform to ASTM A 325, with ASTM A 563 Grade DH heavy hex nuts, ASTM F 436 hardened washers and ASTM F 959 direct tension indicators, or approved equivalent for structural steel connections.

High strength bolts 16m diameter unless noted otherwise on design drawings conforming to ASTM A325 and bolts 12 mm in diameter and smaller conforming to ASTM A307.

Bolted connections will preferably be designed as bearing-type connections.

If high-strength friction grip bolts are used, the following will apply:

- All bolts will conform to ASTM A325, with a minimum diameter of 20 mm.

- Contact surfaces will not be painted, only grit blasted.

Not less than two bolts will be used in end connections.

Welds shall be desiged using E 70 series electrodes, low hydrogen type and shall be

conform to AWS D1.1. All welding of A36 and A572 or A992 structural steel may be by Shielded Metal Arc, Submerged Arc, Gas metal Arc, or Flux – Cored Arc Welding methods.

9.1.3 Checkered Plate

Steel for checkered plate will be steel grade ST 37-2, or approved equivalent. Minimum thickness will be 6 + 2 mm and bolted unless otherwise specified.

9.1.4 Steel Grating

Steel grating will be 30 mm × 50 mm mesh, with bearing bars 30 mm × 3 mm and transverse bars of 6 mm × 6 mm twisted bar. Steel will be in compliance with grade ST-37-2, or approved equivalent. Grating will be hot dip galvanized as per ASTM A123.

Maximum span between supports for grating will be 1.5 m.

9.2 Allowable Displacement and Deflection

9.2.1 Allowable Deflections

Design allowable deflection for structural steel members will not exceed the following values for dead plus live load:

Purlins and girders L/200

Floor beams without equipment L/300

Pipe rack:

Main supporting beams L/400

Combined deflection of intermediate beams and

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Longitudinal tie-beams (L = span of internal beam) L/200

Floor beams supporting equipment:

Operating state L/400

Hydraulic test L/250

Crane runways and monorails (vertical) L/750

Crane runways and monorails (horizontal) L/1500

Where: L = theoretical span of beam

9.2.2 Allowable Displacement

Maximum horizontal displacement of structures due to wind will not exceed the following values:

Single-floor walkways and shelters without bridge cranes H/150

Frames without equipment H/200

Pipe racks H/200

Frames with equipment and buildings H/300

Shelters with bridge-cranes H/400

Where: H = total height of structure

10.0 REINFORCED CONCRETE PAVING10.1 Heavy-duty Paving

Heavy-duty paving will be 150 mm thick base course concrete, reinforced with two layers of 200 mm × 200 mm × 10 mm × 10 mm reinforcing mesh in areas where large cranes are positioned for equipment maintenance operations.

10.2 Medium-duty Paving

Medium-duty paving will be 150 mm thick base course concrete, reinforced with one layer of 200 mm × 200 mm × 8 mm × 8 mm reinforcing mesh in areas where under piping exists, and areas subject to process liquid spills and truck traffic.

10.3 Light-duty Paving

Light-duty paving will be 100 mm thick concrete, reinforced with one layer of 200 mm × 200 mm × 8 mm × 8 mm reinforcing mesh in areas subject to process liquid spills and in areas inaccessible to vehicular traffic.

10.4 General Conditions for paving

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Paved areas will have slopes ranging from a minimum of 1%, to a maximum of 4% inclusive. The following will also apply:

a) A polyethylene sheet (0.25 mm thick) will be provided between the sub-base and the paving.

b) Reinforced concrete paving will be provided in areas where hydrocarbon/polluted spillage may occur. Paving in areas liable to experience spillage of either caustic or acid solutions, will be curbed and proofed according to project specifications.

c) Medium- and heavy-duty paving may support minor equipment, such as small pumps, staircases, light skid-mounted packages, and pipe supports with a maximum weight of 20 kN on each support.

d) Concrete paved areas will be divided into rectangular sections separated by expansion joints. Expansion joints will not be more than 16 – 20 m apart and will extend the full depth of the concrete paving. Expansion joints will be 25 mm wide and filled with hot bitumen or with a hydrocarbon-resistant suitable material. The top of the joint will be sealed with polystyrene or with some other suitable non-extruding material.

e) Expansion joints will have dowel bars for transferring at least 20% of the load across the joint. Dowel bars will consist of smooth steel bars 20 mm in diameter by 500 mm long with at a spacing of 500 mm. Half-dowel bars will be oiled to prevent bonding between two sections of the R. C. slab.

f) Contraction joints will not be more than 6 m apart. Joints will be 6 mm wide and 10 mm deep, sealed with a non-extruding suitable material. The cut in concrete will be made after casting.

g) Isolation joints will be installed between paving and foundations projecting above grade.

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