Design Criteria (Based on BS)

APPENDIX A Attachment 10

ED.1.2631 Rev 0 A10/1 FEED FOR REPLACEMENT OF P-101/102/103

CRUDE OIL EXPORT PUMPS IN TANK FARM

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Attachment No. 10

Minimum Requirements for Civil and Structural Desig n




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Minimum Requirements for Civil and Structural Desig n

1 General

This Attachment 10 defines the minimum loading, structural design and general design criteria to be applied to all civil and structural works.

2 Design Loads

2.1 Dead Loads

The design dead loads shall be calculated in accordance with the unit weights of materials and components as defined in BS 648 ‘Schedule of weights for building materials’. Suitable contingencies for material tolerances shall be included.

2.2 Live Loads

2.2.1 Live loads shall comply with BS 6399: Part 1 and Part 3 except where higher live loads are specified in Table 2.2.1 and Table 2.2.4 below. Live loads shall be applied as a combined arrangement for the most severe effect.

TABLE 2.2.1 MINIMUM FLOOR LIVE LOADS Floor area Usage Distributed load

(kN/m 2) Concentrated

Load (kN) Offices, toilets, stairways, corridors (foot traffic only)

4.0 4.5

Locker rooms, corridors for wheeled trolleys

5.0 4.5

Workshops, operating platforms and general access plaftorms

5.0 4.5

Control rooms 5.0 4.5

Mechanical (HVAC) room 7.5 4.5

Switchgear room, battery room

10.0 4.5




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Storage areas Actual floor load based on the critical arrangement of shelves carrying max. load, but not less than 8.0

7.0

2.2.2 Except where equipment, vehicle or forklift loads produce more severe loading, the following minimum floor live loads specified in Table 2.2.1 shall be applied.

2.2.3 Design load for handrails, balustrades, etc shall be as per table 4 of BS 6399: Part 1.

2.2.4 Except where equipment loads produce more severe loading, the following minimum roof live loads shall be applied:

TABLE 2.2.4 MINIMUM ROOF LIVE LOADS Roof Details Imposed LL

(kN/m 2) Sand (kN/m 2)

Total L L (kN/m 2)

Point Load (kN)

roof slope 0 to 10°, with access

with parapet 1.5 1.0 2.5 1.8 no parapet 1.5 0 1.5 1.8

Corrugated roof, slope<30°

with parapet 0.6 1.0 1.6 0.9 no parapet

0.6 0.4 1.0 0.9

Corrugated roof, slope>30° with parapet 0.6 0 0.6 0.9

no parapet 0.6 0 0.6 0.9 Note: Loads from roof water tanks and roof mounted equipment including associated concrete plinths shall be applied as live loads, in addition to the uniformly distributed live loads listed in Table 2.2.4.

2.3 Equipment Loads

2.3.1 All equipment shall be considered as live load unless specifically approved otherwise by QP.

2.3.2 Equipment load shall include the weight of all machinery and/or equipment including vessels, heat exchangers, pumps, compressors, HVAC components and ductwork, etc, together with any attachments and weight of liquid or solid materials in machinery / equipment. Equipment load shall include dynamic loads from pulsating and vibrating equipment and from surging fluids. Equipment load shall be derived from the equipment vendor.

2.3.3 The following conditions shall be considered:




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1 erection / installation

2 testing

3 normal operating

4 shut-down

5 maintenance

2.3.4 All equipment loads shall be increased by 20% to take into account loads from connected piping and platforms, unless loads from connected piping and platforms have been determined by detailed calculations.

2.4 Piping Loads

2.4.1 Piping loads (including self weight of piping) shall be considered as live loads, unless specifically approved otherwise by QP.

2.4.2 Maximum piping load shall include the weight of all pipes, valves, fittings, insulation, etc., and the weight of contents.

2.4.3 The following piping load conditions shall be considered:

1 hydrotest

2 operating

3 pipe empty

2.4.4 Loadings on pipe racks and pipe supports shall be calculated based on the output from a detailed pipe stress analysis utilising the actual design data for individual pipes and pipe contents. However, minimum design vertical load applied to each level of a piperack shall be 2.0 kPa.

2.5 Thermal Loads

2.5.1 Forces caused by expansion or contraction of structures, pipes and / or equipment shall be considered in the design.

2.5.2 The following coefficients of static friction shall be used to determine forces at sliding surfaces:




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TABLE 2.5.2 Surface Friction Coefficients

Teflon on Teflon 0.10

Teflon on Steel 0.20

Steel on Steel (not corroded) 0.30

Steel on Concrete 0.60

Concrete on soil 0.40

2.5.3 Friction coefficients for any pipe support/shoe interface materials not listed in Table 2.5.2 above shall be submitted to QP for Approval.

2.5.4 Horizontal friction forces for exchangers and horizontal vessels shall generally be based on ‘steel on steel’, unless alternative support details are used.

2.5.5 The longitudinal thermal load on a pipeway or pipe support shall be taken as 10% of the total operating pipe load or 30% of any one or more lines known to act simultaneously in the same direction, whichever is the greater.

2.5.6 Pipe anchor & guide loads calculated using pipe stress analysis shall be compared to the thermal loads calculated as above, and the higher loads shall be adopted for design.

2.6 Lifting Appliances

Loads applied from these sources must be calculated in accordance with applicable codes and standards but shall not be less than the following:

TABLE 2.6: Lifting Appliance Loads Electrical

Operation Hand

Operation Vertical loads: increase static wheel loads by: 25% 10%

Horizontal force transverse to the rails taken as percentage of load + crab weight

10%

5%

Horizontal force along the rails taken as percentage of static wheel load

5%

5%




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2.7 Wind Load

2.7.1 The wind loads shall be calculated in accordance with BS CP3, Chapter V, Part 2, 1972 ‘Basic Data for Design of Buildings - Wind Loads’, including all amendments (refer Amd.4952 - January 1986; Amd.5152 – March 1986; Amd.5343 – June 1986; Amd.6028 – September 1988; Amd.7908 – September 1993).

2.7.2 Structures shall be designed for a basic wind speed (V) of 45 m/s.

2.7.3 The following wind factors shall be used:

2.7.3.1 Topography factor S1 = 1.0

2.7.3.2 Ground Roughness, Building size and Height above ground factor from BS CP3, Chapter V, Part 2, 1972 Table 3 - " open country with no obstruction"

2.7.3.3 Statistical factor S3 = 1.0

2.7.4 The prevailing wind direction in Qatar is NNW, but for design purposes wind shall be assumed to come from any direction.

2.7.5 Wind loading for horizontal & vertical vessels, exchangers & similar items shall be calculated in accordance with Clause 7.3 of BS CP3, Chapter V, Part 2. The following factors shall be used, unless detailed wind load calculations are undertaken for each individual element (including ladders, cages, platforms, external piping, valves, etc. based upon the projected area of each item multiplied by force coefficient Cf = 2.0).

2.7.5.1 Force coefficient for vessel wind loads

Cf = 1.0 (or as specified in relevant code, whichever is greater)

2.7.5.2 Vessel effective diameter (De)

De = 1.1 x (vessel O.D. + 2 x insulation thickness) + 600mm

2.7.6 Wind loads on slender vessels, stacks and flares shall be calculated using a dynamic wind analysis in accordance with a QP Approved international code. The dynamic wind loads shall be compared to the static wind loads (calculated in accordance with Clause 2.7.5 of this Attachment 4) and the higher loads shall be adopted for design.

2.2.7 Wind loads on towers / masts of lattice construction, and on similar open web steel structures, shall be calculated in accordance with BS 8100 ‘Lattice towers and masts’.




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2.8 Load Combinations

2.8.1 Types of loads and load combinations shall be in accordance with the Standards listed in Attachment 3 of this Appendix A.

2.8.2 Design loads shall be arranged such that the combined loads produce the most severe effect on the elements and structure as a whole.

2.8.3 Load combinations involving minimum dead load and maximum overturning loads shall be included in the civil / structural analysis and design.

2.8.4 Appropriate load factors within all load combinations shall be applied in accordance with the design code(s) being used.

2.9 Blast Resistant Buildings

Blast resistant buildings shall be designed as per the guidelines laid down by British Petroleum guidelines RP 4-6 ‘Procedure for the design of buildings subject to blast loading’.

2.10 Paving and Trench Cover Loads

Concrete paving and trench covers subject to vehicle traffic shall be designed for the following wheel load:

Minimum of 50 kN wheel load over a contact area of 0.25 x 0.20m




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3 Reinforced Concrete

3.1 General

3.1.1 Design and details of structural concrete shall be in accordance with BS 8110.

3.1.2 Design of liquid retaining structures (including waste storage tanks, waste treatment tanks, concrete water storage tanks, cooling tower basins, septic tanks, etc) shall be in accordance with BS 8007.

3.2 Cement

3.2.1 Specifications and drawings produced by CONTRACTOR shall nominate cement manufactured by Qatar National Cement Company (QNCC).

3.2.2 Cement for structural reinforced concrete and paving shall be Ordinary Portland Cement to BS 12 or QP Approved equivalent. Sulphate Resisting Portland Cement (SRC) complying with BS 4027 shall be used for blinding concrete, mass concrete and other unreinforced concrete.

3.3 Concrete Grades

TABLE 3.3 CONCRETE GRADES Concrete Grade Cement

Type Nominal 28

Day Strength (N/mm²)

Aggregate Size (mm)

Minimum Cement Content (kg/m 3)

Maximum Water / Cement

Ratio Structural (including paving)

C40/20 Ordinary Portland Cement

40 20 370 0.42

Mass Concrete, Unreinforced Footings & Duct Encasement.

SRC20/20 Sulphate Resistant

20 20 310 0.55

Blinding SRC15/20 Sulphate Resistant

15 20 280 0.55

3.4 Reinforcing Steel

3.4.1 Reinforcing steel bars shall be uncoated high yield deformed bars of minimum strength of 414 N/mm² (QD43) as supplied by Qatar Steel Company (QASCO). No welding, including tack-welding, will be permitted on QD43 deformed bar reinforcement.




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3.4.2 High yield deformed bars of minimum strength of 414 N/mm² shall be designated as grade 'T'.

3.4.3 Uncoated mild steel plain bars with minimum strength of 250 N/mm² to BS 4449, or equal may be used for links and binders, designated as grade 'R'.

3.4.3 All steel bars shall be machine bent in accordance with BS 4466. Mechanical bar couplers, where required, shall comply with the requirements given in BS 8110.

3.4.4 Reinforcing bars shall be lapped in accordance with Table 3.27 of BS 8110: Part 1 (with QD 43 being ‘Deformed type 2’ reinforcement).

3.4.5 Steel wire fabric shall be of characteristic strength 460 N/mm² in accordance with BS 4482 or QP Approved equivalent.

3.4.6 Adjacent sheets of mesh reinforcement shall be overlapped by at least 300mm, or 30 times the diameter of the longitudinal wires, whichever is greater. Longitudinal wires are those lying at right angles to the edges to be lapped. Laps shall be tied together on both longitudinal wires and transverse wires.

3.4.7 Reinforcement shall be fixed, supported and maintained in position by the adequate use of chairs, spacers and tying wire.

3.4.8 Minimum clear concrete cover to all steel reinforcement including links shall be as follows:

3.4.8.1 Cover for all concrete works in contact with soil including foundations, and pedestals up to base plate level, shall be 70mm.

3.4.8.2 Cover to all above grade concrete exposed to weathering shall be 50 mm.

3.4.8.3 Cover to above grade concrete protected from weathering shall be:

1 Beams, columns and external surfaces of walls

40mm

2 Slabs and internal surfaces of walls

30mm

3.4.8.4 Blinding concrete shall not be considered as cover.

3.5 Underground Concrete protection

Clauses 3.39.1 a), b) and c) of QP Standard Specification for Civil Works Volume 1 are replaced by the following:




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3.5.1 Reinforced concrete in contact with soil in foundations shall be protected using minimum 1.5mm thick self adhesive waterproof membrane. Membrane shall be specifically formulated for hot climates, shall have proven performance in the Middle East and shall incorporate a contrasting colour reflective external film. Membrane shall withstand a minimum static head of 60m of water and shall comply with the tear resistance, adhesion, puncture resistance, and moisture vapour transmission rate specified in QCS Section 5, Part 14, Table 14.1. Suitable membranes include Bituthene 8000 HC membrane system produced by Grace Construction Products, or QP Approved equivalent.

3.5.2 For surfaces not exceeding 45° to the horizontal , the membrane is to be laid on top of concrete blinding. Minimum thickness of concrete blinding shall be 75mm. The top surface of the membrane is to be protected with a cement screed, grade SRC15, at least 40mm thick.

3.5.3 For surfaces exceeding 45° to the horizontal, mem brane is to be protected using asphalt protection board manufactured from selected aggregates, bound in modified bitumen encased between two (2) layers of strengthened asphalt paper. Minimum thickness of protection board shall generally be 6mm, except that protection boards thinner than 6mm, with proven performance on similar projects in the Middle East, may be submitted for QP review.

3.5.4 At junctions and joints the membrane shall be overlapped by a minimum of 75mm. Exposed edges of concrete are to be chamfered and propriety angle beads are to be provided where necessary.

3.5.5 Where rising blockwork walls are supported by concrete foundations, cement screed minimum 10mm thick shall be applied to the surfaces of blockwork to provide a smooth surface for membrane installation. Any irregularity which might cause the membrane to be punctured shall be removed. The membrane and protection board shall be applied on each side of the rising wall up to ground level. Where a floor slab abuts the rising wall the membrane shall be overlapped by the slab polythene damp proof membrane.

3.5.6 Prior to applying the membrane Contractor shall ensure that the concrete or blockwork surfaces are finished smooth. All concrete edges shall be chamfered by the use of proprietary corner fillets installed in the formwork. Contrator shall adhere strictly to the manufacturer’s recommendations when applying the protection system.

3.5.7 All waterproofing products shall be from the same manufacturer and shall be fully compatible. All waterproofing products shall be subject to QP approval.




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3.6 Above Grade Concrete Protection

The following areas shall be coated with a penetrating silane-siloxane primer and subsequent pigmented coating of minimum total dry film thickness 150 microns (0.15mm) applied in two (2) coats.

3.6.1 Pipe sleepers

3.6.2 Above ground surfaces of foundation plinths supporting pipework or equipment.

3.6.3 All internal surfaces (top, bottom and sides) of reinforced concrete culvert structures.

3.6.4 All exposed concrete in bridge superstructures and substructures.

3.6.5 Other areas as specified in the CONTRACT documents.

3.7 Floor Slabs and Paved Areas

3.7.1 Concrete floor slabs shall generally be laid with no crossfalls, unless required for drainage.

3.7.2 The top level of slab shall not deviate by more than ±3mm in 2m when measured in any direction.

3.7.3 Concrete floor slabs and paved areas shall be subdivided into rectangular sections with maximum dimensions 6m x 6m.

3.7.4 Concrete floor joints shall be designed in accordance with BS 6093 ‘Design of joints and jointing in building construction’. Joint sealants shall be designed in accordance with BS 6213 ‘Selection of construction sealants – Guide’. All floor joints shall be sealed with a QP approved two-part polysulphide sealant, unless a more stringent joint sealant specification is required.

3.7.5 Concrete floor slabs shall be laid on one layer of 0.25mm thick (1000 gauge) polythene sheet, lapped a minimum of 300mm at each edge, on compacted subgrade or 300mm minimum thick compacted approved fill material.

3.7.6 Unless noted otherwise in the project documents, floor slabs and other concrete slabs on ground not subject to vehicular loading shall be minimum 100mm thick with one (1) layer of A142 reinforcement.

3.7.7 Unless noted otherwise in the project documents, floor slabs and concrete paved areas subject to light vehicular loads shall be minimum 150mm thick with one (1) layer of A252 reinforcement.




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3.8 Block Paving

3.8.1 Hydraulically pressed precast concrete blocks complying with BS 6717 shall be used for areas of block paving.

3.8.2 Concrete paving blocks shall be 80mm nominal thick and a uniform width and length complying with the tolerances specified in BS 6717.

3.8.3 Colour(s) of concrete paving blocks shall be as approved by QP.

3.8.4 Concrete block paving shall be laid in accordance with BS 6717: Part 3: 1989. Laying pattern and edge details shall be as approved by QP.




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4 Structural Steel

4.1 General

4.1.1 The following provisions are applicable to steel structures and buildings, stairways and other miscellaneous steelwork. The design, details, fabrication and erection of structural steel shall be in accordance with BS 5950.

4.1.2 All structural steel shall be of Grade S275 JR to BS EN10025 or equivalent as a minimum. All structural steel hollow sections shall be grade S275JOH to BS EN 10210 or equivalent as a minimum.

4.1.3 Structural steelwork is to be prepared and painted in accordance with QP paint specification QP-SPC-L-002, schedule 1Un, unless noted otherwise in the CONTRACT documents.

4.1.4 Minimum thickness of structural members and connections shall be as follows:

4.1.4.1 Except for the webs of rolled steel beams and channels, the minimum thickness of structural members shall be 8mm.

4.1.4.2 Minimum thickness for plates in structural connections shall be 10mm.

4.2 Design Data

4.2.1 Deflection Limits

Deflection limits for structural design shall be specified in CONTRACTOR’s QP Approved Civil/Structural Design Criteria. The deflection limits in BS 5950 shall be followed except where noted otherwise in the following Table 4.2.1




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Table 4.2.1 Deflection Limits Category Member Type Vertical

Deflection Horizontal Deflection

Steel Members: purlins & girts L/200

floor beams - without equipment L/300 - with equipment L/500

crane runway girders L/750 L/500 hoist monorail beams L/750

Steel Frames: Top of column in a single storey & each storey of a building / structure with more than one storey

H/300

Pipe Racks: main supporting beams L/400 combined deflection of

intermediate beams and longitudinal tie beams

L/200

Pipe rack frames H/300

‘H’ is the height of frames and ‘L’ is the span of beams

4.3 Connections

4.3.1 Unless noted otherwise in the project documents, all structural connections shall be made using galvanized bolts of grade 8.8 conforming to BS 3692 in normal tolerance holes using a minimum of 2 x M20 bolts.

4.3.2 Galvanized bolts of grade 4.6 conforming to BS 4190 shall be used for cast-in holding down bolts, walkway structures, joists, girts, stair stringers, handrails and minor connections.

4.3.3 Connection designs shall be based upon field bolting and shop welding. Field welding of structural members shall not be permitted without the specific Approval of QP.

4.3.4 Welding of structural steel shall be in accordance with AWS D1.1, BS EN 1011 Part 1 and BS EN 1011 Part 2.

4.3.5 Welded joints shall be seal welded, unless alternative detail is Approved by QP. All welded joints exposed to the weather or to a corrosive atmosphere shall be seal welded.




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4.3.6 For steel sections fabricated from plate, connection between flange and web of section shall have fillet weld both sides of web.

4.3.7 Unless noted otherwise in the project documents, fillet welds shall be minimum 8mm leg length.

4.3.8 All welds shall be made using the following class electrodes as a minimum:

4.3.8.1 Class 35 electrodes to BS EN 440 or BS EN 449 for Grade S275 steel.

4.3.8.2 Electrodes class E70xx to AWS A5.1 or class ER70xx to AWS A5.18 with minimum elongation 22% are also acceptable for Grade S275 steel.



4.3.9 Design strength of fillet welds shall be in accordance with Table 37 of BS 5950 Part 1.

4.3.10 Weld testing shall be undertaken to ensure that the quality of all welds complies with the requirements of AWS D1.1. Minimum weld testing requirements shall be as follows:

4.3.10.1 100% of welds shall be visually inspected.

4.3.10.2 A minimum of 10% of all fillet welds shall be tested by magnetic particle method.

4.3.10.3 100% of full penetration butt welds shall be tested by radiographic or ultrasonic methods.

4.3.10.4 QP REPRESENTATIVE shall nominate which welds are to be tested.

4.3.10.5 Where tests indicate non-compliance, additional testing shall be undertaken at CONTRACTOR’s expense.

4.3.11 Standard simple beam connections, unless otherwise noted, shall be designed and detailed by the fabricator for the beam capacity load as shown in part 3 of ‘BCSA Structural Steelwork Handbook’.

4.3.12 For member sizes not covered in part 3 of the BCSA handbook the design load shall be equal to the calculated reaction for the beam loaded with the maximum allowable uniform load assuming full lateral supports.




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4.4 Grating and Solid Plate Flooring

4.4.1 Grating shall be supplied in accordance with BS 4592 or equal and galvanized with an average coating of 610 g/m², in accordance with BS EN ISO 1461. Grating steel shall conform to Grade S275 JR in accordance with BS EN10025, and shall be fixed with spring washers.

4.4.2 Load bearing bars shall be minimum 30mm X 5mm at 30mm pitch, with serrated top.

4.4.3 Transverse bars shall be 6mm X 6mm twisted square bars at 100mm pitch.

4.4.4 Solid ‘chequer plate’ flooring shall be 6mm thick and galvanized with average coating of 610g/m², in accordance with BS EN ISO 1461.

4.4.5 Where floor plates or grating are required to be removable, no single plate or section of grating shall weigh more than 45 kg.

4.5 Grouting

4.5.1 Cement-based proprietary non-shrink grout shall be used for filling space under base plates of steel columns and static equipment, and in sleeves around anchor bolts unless noted otherwise.

4.5.2 Epoxy-based proprietary non-shrink grout shall be used for filling space under base plates and in sleeves around anchor bolts to vibrating equipment including all pumps, compressors, etc.

4.6 Anchor Bolts and Cast-in Items

4.6.1 Anchor bolts and nuts shall be grade 4.6 conforming to BS 4190. Washers shall conform to BS 4320. Lock nuts shall be provided for anchor bolts to vibrating equipment. Anchor bolts, nuts and washers shall be hot dip galvanized in accordance with BS EN ISO 1461. All other structural steel items cast-in to concrete shall be hot dip galvanized accordance with BS EN ISO 1461 unless noted otherwise in the project documents. Each anchor bolt shall be adequately anchored into concrete.

4.6.2 The minimum distance from centreline of anchor bolt to edge of concrete plinth shall be as follows:




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Bolt Size Minimum Edge Distance

≤ 30 mm diameter 150 mm

> 30 mm diameter 175 mm

4.6.3 The minimum distance from base plate grout to edge of concrete plinth shall be 75 mm.

4.6.4 Adequate reinforcement shall be provided in concrete plinths to transfer the design tension and shear from anchor bolts to the foundation. Vertical reinforcement in concrete plinths shall be provided with sufficient anchorage length above and below the bottom of anchor bolts.

5 Walls and Claddings

5.1 Thermal Insulation

5.1.1 All buildings where air-conditioning is to be provided shall have sufficient thermal insulation. The thermal properties of the building elements shall meet the following minimum standards:

5.1.1.1 Heat transmission (U) value for roof: maximum 0.57 watts/m2.oC

5.1.1.2 Heat transmission (U) value for external Walls:0.741 watts/m2.oC

5.1.1.3 All external windows shall be double glazed with the outside being solar reflecting glass, 6mm thick minimum.

5.2 Concrete Blockwork

5.2.1 Blockwork shall be designed to BS 5628.

5.2.2 External walls shall be cavity type comprising 100mm solid concrete externally, a 50mm insulated cavity and 150mm hollow concrete block internal skin.

5.2.3 Walls dividing storage areas from office areas and walls surrounding electrical rooms shall be minimum 200mm hollow concrete block. Other internal blockwork walls shall be minimum 150mm hollow concrete block.




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5.2.4 Blockwork walls shall be tied to structural columns and beams using a proprietary stainless steel system that complies with the requirements of BS 5628. Cavity wall ties shall also be stainless steel.

5.2.5 Where joints are required, stainless steel plaster stops shall be used either side of each joint for all external wall joints. Internal wall joints in office areas shall be finished flush with plaster on stainless steel expanded metal. Wall joints formed using plaster stops shall be filled using an approved two-part polysulphide sealant.

5.2.6 Minimum compressive strength of hollow blockwork shall be 7 N/mm2.

5.2.7 All blockwork up to the ground level shall be of solid blocks and of sulphate resistant cement and shall have a minimum compressive strength of 10.5 N/mm2.

5.2.8 Blockwork shall comply with BS 6073 Part 1 and QCS Section 13.

6 Supporting Structures and Foundations for Heavy Vibrating Machinery

6.1 Definition

For civil and structural design purposes, ‘vibrating machinery’ shall be defined as: any equipment having reciprocating or rotary masses as the major moving parts (such as compressors, horizontal pumps, engines and turbines).

‘Heavy vibrating machinery shall be ‘vibrating machinery’ having a gross plan area more than 2.5m2 or a total weight greater than 2500kg. All turbines and reciprocating compressors shall be regarded as ‘heavy vibrating machinery’ even if they weigh less than 2500kg.

6.2 Minimum Concrete Foundation Mass

6.2.1 Rigid foundation / equipment weight ratio for all ‘vibrating machinery’, shall be at least equal to :

6.2.1.1 three to one (3:1) - for rotary machinery

6.2.1.2 five to one (5:1) - for reciprocating machinery

6.2.2 Design of elevated (table) support structures for rotary machinery shall insure the foundation slab weight is not less than the combined supported weight of the upper table, machines, columns and walls.




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6.3 Loading Data

6.3.1 Design of structures / foundations supporting ‘heavy vibrating machinery’ shall be based on dynamic analysis using manufacturers’ loading data, which shall include:

6.3.1.1 weight of machine and ancillary equipment

6.3.1.2 speed of machine

6.3.1.3 position of centre of gravity of machine in the three major planes

6.3.1.4 out of balance forces and moments (primary and secondary speed where needed)

6.3.1.5 line of action of out of balance forces

6.3.1.6 inertia of driver and driven in the three major planes

6.3.1.7 short circuit / emergency failure forces and moments

6.3.2 Dynamic analysis of foundations shall include calculation of amplitude and frequency for all six (6) degrees of freedom (3 x translational modes + 3 x rotational modes).

6.3.3 Foundation amplitude limits shall be as specified by the equipment vendor but shall provide a factor of safety of not less than 1.5 compared to Figure 3 of CP 2012:Part1:1974.

6.3.4 Besides the above data, a static design shall take account of a static horizontal (longitudinal or lateral) force of 25% of a static horizontal weight acting at shaft level and a static vertical force of 110% of machine weight, caused by erection loading impact. These forces shall not be considered as acting simultaneously.

6.4 General Design Requirements

6.4.1 Soil bearing pressure shall not exceed 50% of the net allowable values under static loads.

6.4.2 The effects of shrinkage and thermal expansion shall be taken in to account.

6.4.3 All reinforcing shall be triaxially arranged.

6.4.4 All parts of foundation or supporting structure shall be isolated from the adjacent structures, paving and floor slabs.




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6.4.5 The thickness of the foundation shall be at least 0.6 + L/9 where L is the longest horizontal dimension (in metres) of the foundation.

6.4.6 Base plates for equipment and structures shall be grouted to provide full uniform load transfer between bottom of plate and concrete foundation.

7 Foundation Design

7.1 Geotechnical Properties

Soil characteristics for all the foundations shall be established through a soil investigation and interpretative report in accordance with Attachment 7 of this Appendix A ‘Minimum Requirements for Geotechnical Investigation and Topographical Survey’.

7.2 Stability Analysis

7.2.1 In stability analysis calculations, using unfactored working loads, foundations shall be designed to have minimum factors of safety as noted below. The weight of soil overburden may generally be taken into account when calculating factor of safety, except as noted below. Passive soil resistance shall only be considered subject to QP Approval.

Min factor of safety against overturning = 1.75 (except erection)

Min factor of safety against overturning = 1.5 (erection only)

Min factor of safety against sliding = 1.5

Min factor of safety against uplift = 1.5 (including overburden)

Min factor of safety against uplift = 1.1 (no allowance for overburden or skin friction eg: construction case)

8 Cable Trenches

8.1 Design of Cable Trenches

8.1.1 In concrete paved areas

8.1.1.1 Width and depth of trenches shall be in accordance with electrical and instrumentation requirements.

8.1.1.2 Reinforced concrete trenches shall be used.




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8.1.2 Outside concrete paved areas

8.1.2.1 Width and depth of trenches shall be in accordance with electrical and instrumentation requirements.

8.1.2.2 Cables shall be direct buried with marker posts and warning tape.

8.1.3 Crossings

Crossing of walled cable trenches and crossing of direct buried cable trenches shall be as noted below. The same shall apply at crossings of two electrical cable trenches. Alternatively cable ducts may be used at crossing of trenches.

8.1.3.1 Instrumentation cables shall run over the electrical cables at crossing of trenches.

8.1.3.2 The distance between the top of electrical cables and the bottom of instrument trench shall be 500mm minimum, at crossing of trenches.

8.2 Materials

8.2.1 Cable trenches shall be constructed from the following materials:

concrete for trench cover C40/20 coloured red

concrete for trenches C40/20

8.2.2 Any joint fillers or joint sealants used in or adjacent to cable trenches shall be

oil resistant.

9 Earthworks

9.1 Fill

9.1.1 Earth filling shall be done using well graded fill material imported from an area approved by QP.

9.1.2 Fill material for roadworks shall comply with QCS Section 6. Fill material for building works shall comply with QCS Section 12.

9.1.3 Fill shall be spread in layers of maximum 150 mm compacted thickness and compacted to 95% of the maximum dry density (MDD) as determined by BS 1377 heavy compaction test (4.5kg rammer method).

9.1.4 The slope of the edges and the fill embankments shall be as indicated in the geotechnical report.




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10 Roads and Parking

10.1 General

10.1.1 The design of roads and parking areas shall be in accordance with QCS and Qatar Highway Design Manual. However the following shall be considered as the minimum requirements:

10.1.1.1 The design axle load for road pavements shall be 11 tonnes with two circular contact areas of 0.3m diameter, 2.4m centre to centre, or as approved by QP, unless noted otherwise. Design axle load for culverts shall be as specified in Clause 10.2 below.

10.1.1.2 Horizontal and vertical alignment shall be determined by the 85 percentile speed parameter together with the appropriate safe stopping distance and the safe overtaking distance.

10.1.1.3 All roads shall be transversely sloped about the centre line of the road. The transverse slope shall be 2%. The maximum slope for roads in the longitudinal direction shall be 5%.

10.1.2 Roads, parking and other asphalt paved areas shall be designed to be free draining. Drainage design shall be in accordance with the Qatar Highway Design Manual. Drains, gullies, ditches and soakaways shall be provided where required to prevent rainwater from ponding.

10.2 Pipeline Crossings

10.2.1 All pipelines crossing roads shall be in culverts unless noted otherwise. Liquid and low pressure lines of diameter 8” and below may be buried at road crossings, subject to QP Approval. The buried sections shall be protected against external corrosion by appropriate coatings / wrappings as per QP-SPC-L-002.

10.2.2 In Dukhan QP concession area all culverts shall be minimum 14m wide and designed for 30 tonne axle load.

10.3 Underground Utilities

10.3.1 All reinforced concrete underground foundations, pits and structures are to be protected externally on horizontal and vertical surfaces, as per Clause 3.5 of this Attachment 4.

10.3.2 All underground utilities, pipes, structures, culverts and covers are to be designed to accommodate imposed loading from operating and construction traffic. Concrete protection slabs or concrete bedding & surround as




-MESAIEED

appropriate are to be provided to underground utilities to protect them from traffic loading.

11 Drainage

11.1 General

Drainage systems shall be designed taking into consideration the type of effluents, the segregation and disposal in accordance with BP RP 4-1 Drainage Systems. Clean storm water from roofs of buildings shall be directed to local soakaways through appropriate gravity lines.

11.2 Drainage of Transformer Bays

Transformer bays shall be infilled with gravel (approximate gradation 20/80) with sufficient capacity in the voids (volume of transformer fluid + 10 %) to contain the non-flammable insulant. In the event of a transformer rupture, this shall drain to a collection sump for disposal. There shall be no connection to any sewer system.

12 Fencing

Fencing design shall comply with BS 1722 Part 10 ‘ Anti intruder chain link fences’.

13 Pipe Supports and Anchor Blocks

13.1 Anchor blocks and laterally restraining supports shall be cast-in-place.

13.2 Pipe sleepers shall be pre-cast, with any steel components hot dipped galvanized before being cast-in.

Documents

Design Criteria (Based on BS)