Source: https://www.scribd.com/document/81420054/03D-Attachment-7-Civil
Timestamp: 2018-08-18 15:08:09
Document Index: 536337848

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03D Attachment - 7 Civil | Structural Load | Concrete
Uploaded by Jovan Rnić
Civil and Structural Design Requirements
earthquake or equipment dynamic loads. but not Including wind. 1. All equipment loads shall be increased by 20% to take into account loads from connected piping and platforms.. vessels. 2.0 General These design criteria define the loading. structural design and general design criteria to be applied to all civil and structural works. The most prevailing wind direction is N-NW. pipe supports. Code of Practice for Wind Loads. building. Live loads shall be as specified in BS 6399. Part 2. Horizontal loads caused due to pipe expansion and anchor shall be considered as operating loads.Civil and Structural Design Requirements 1. operation and testing conditions.0 Load Definition 2. Shut-down Piping loads in general shall be considered as equipment loads. 2.2 Live Loads Live loads are all superimposed loads such as moveable equipment.3 Equipment Loads All equipment such as tanks. supported by Structures and foundations shall be designed considering following conditions. unless loads from connected piping and platforms have been determined by detailed calculations. 2. Part 1. but for design purposes wind shall be assumed to come from any direction.4 Wind Load The wind pressures shall be calculated in accordance with BS 6399. Testing 4. ATTACHMENT 7 . Structures shall be designed for a basic wind speed of 45 m/sec. pumps machinery. etc. Vertical loads shall consider pipes in erection. or the actual loads whichever is greater.1 Dead Loads Dead loads are the vertical loads due to the weights of all permanent elements of structures. The unit weights of materials and components shall be as defined in BS 648 “Schedule of Weights for Building Materials” or information from the product supplier giving installed weights of materials or components. etc. Operating 3. 2. Erection 2.
pipes and / or equipment shall be considered in the design.60 0. 2.5.5.5. whichever is the greater. 2. such as electricity pylons.5.6 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 : Lifting Appliance Loads Vertical loads: increase static wheel loads by: Horizontal force transverse to the rails taken as percentage of load + crab weight Horizontal force along the rails taken as percentage of static wheel load Electrical Operation 25% 10% Hand Operation 10% 5% 5% 5% ATTACHMENT 7 .20 0.30 0.5. shall be calculated in accordance with BS 8100 'Lattice towers and masts.5 Thermal Loads 2.10 0.6 Minimum lateral thermal load on a pipeway or pipe support shall be taken as 15% of the total operating pipe load.5. masts and similar open web steel structures.7 Pipe anchor & guide loads calculated using pipe stress analysis shall be compared to the thermal loads calculated as above.2 The following coefficients of static friction shall be used to determine forces at sliding surfaces: Surface Teflon on Teflon Teflon on Steel Steel on Steel (not corroded) Steel on Concrete Concrete on soil Friction Coefficients 0. 2. unless alternative support details are used.40 2.4 Horizontal friction forces for exchangers and horizontal vessels shall generally be based on ‘steel on steel’.1 Forces caused by expansion or contraction of structures.3 Friction coefficients for any pipe support/shoe interface materials not listed in above table shall be submitted to QP for Approval.Wind loads on lattice towers. 2. 2.5 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. 2.5. 2. and the higher loads shall be adopted for design.
minimum design vertical load applied to each level of a piperack shall be 2.0 kPa.3 The following piping load conditions shall be considered: a) b) c) hydrotesting operating pipe empty 2.7. 2.1 Reinforced Concrete 3.10 Load Combinations Loads shall be combined such that the combined loads produce most severe effect on the elements and structure as a whole.1. A 25% increase can be permitted for wind loading.7. 2.8 Paving and Trench Cover Loads Concrete paving and trench covers subject to vehicle traffic shall be designed taking into account loads applied and their frequency with the following: Minimum of single 50 kN wheel load over a contact area of 0.7.4 Loadings on pipe racks shall be calculated based on the output from a detailed pipe stress analysis utilising the actual design data for individual pipes and pipe contents.7. fittings.20 m..2 Maximum piping load shall include the weight of all pipes.5 Anchor forces and all other forces caused by pipe expansion shall be considered as thermal loads. ATTACHMENT 7 . However.1 Piping loads (including self weight of piping) shall be considered as live loads. Liquid retaining structures shall be designed in accordance with BS 8007. 2. valves.0 Structural Design 3.25m x 0.7 Piping Loads 2. insulation. unless specifically approved otherwise by QP.2. 3.9 Contact Pressure under Base Plates The maximum concrete pressure beneath base plates shall be limited to 5 N/mm². and the weight of contents. 2.1 General Design and detailing of structural concrete shall be in accordance with BS 8110. 2. 2. etc.7.
3. The type of cement to be used shall be subjected to confirmation from Geotechnical Investigation Report.2. except water retaining basins exposed to weathering shall be designed with a limiting crack width 0. manholes and other soil bearing structures the factor of safety against flotation shall be 1.All above ground concrete.1.2.1 for the empty/construction condition. subject to availability.b. Sulphate Resisting Portland Cement (SRC) complying with BS 4027 shall be used for blinding concrete.55 0. basins. All underground structures shall be statically checked for flotation.2 mm. CONTRACTOR shall use cement manufactured by Qatar National Cement Company (QNCC).55 Minimum thickness of blinding layer shall be 75mm.1. Types of loads and the load combinations shall be considered in accordance with applicable codes and standards to obtain the most critical conditions.3. Unreinforced Footings & Duct Encasement.1. Sulphate Resisting Portland Cement (SRC) complying with BS 4027:1996 shall be used for blinding and mass concrete. Blinding SRC20/ 20 SRC15/ 20 Ordinary Portland Cement Sulphate Resistant Sulphate Resistant 40 20 15 20 20 20 370 310 280 0.1 Reinforcing steel bars shall be un-coated high yield deformed bars of characteristic strength of 414 N/mm2 to ASTM Grade 60 (QD ATTACHMENT 7 .2.1. In pedestals vertical reinforcing shall be enclosed by complete circumferential ties meeting the size and spacing requirements of BS 8110 for tie reinforcement for compression members.2 Concrete Grades Concrete work shall be designed using the following grades: Concrete Grade Cement Type Nominal 28 day strength (N/mm²) Aggregate Size (mm) Minimum Cement Content (kg/m3) Max w/c* ratio Structural paving) (including C40/20 Mass Concrete.2.1 Cement Cement for structural reinforced concrete and paving shall be Ordinary Portland Cement (OPC) to BS 12 or equivalent.3 Reinforcing Steel 3.1. For the passive soil pressure neglect the first 300 mm from the finished grade level in the calculations. The thickness of the blinding layer shall be 75mm minimum. In the case of pits.2 Material Requirements 3. 3.40 0.2) 3. Earth retaining structures shall be designed to resist the Rankine active earth pressure.
5.1. b) and c) of QP Standard Specification for Civil Works Volume 1 are replaced by the following: Concrete in contact with soil in foundations shall be protected using BITUTHENE 8000 HC membrane system or equivalent.1.2. iii.2 Uncoated mild steel plain bars with characteristic strength of 250 N/mm2 to BS 4449.1 Underground Concrete Protection Clauses 3. Laps shall be tied together on both longitudinal and transverse wires. For all concrete works in contact with soil.3.1.1.1. cover shall be 70 mm.b.2.2.5 Concrete protection: 3. the BITUTHENE is to be laid on top of concrete blinding. For surfaces exceeding 45° ATTACHMENT 7 .5 All steel bars shall be bent in accordance with BS 8666:2000.2. For surfaces not exceeding 45° to the horizontal. spacers and tying wire..43 as supplied by Qatar Steel Company (QASCO) or equavalent).39.3. For all above grade concrete exposed to weathering.2.2. 3. foundations and pedestals up to base plate level.4 Adjacent sheets of mesh reinforcement shall be overlapped by at least 300 mm or 31 times the diameter of the wires lying at right angles to the edges to be lapped.3. or equivalent may be used for links and binders.7 Reinforcement shall be fixed. For above grade concrete protected from weathering.4) 3.2. supported and maintained in position by the adequate use of chairs. whichever is greater.3. 3.3.1 a).6 Mechanical bar couplers. ii. designated as grade T.3. 3.1.3 Steel wire fabric shall be of characteristic strength 485 N / mm2 in accordance with BS 4483 or equivalent 3.1. shall be specified as complying with the requirements of BS 8110. 3.1.2. cover shall be 50 mm.4 Concrete Cover: Minimum clear concrete cover to all steel reinforcement including links: i. cover shall be: Beams and columns: 40 mm Slabs and walls: 30 mm Note: Blinding concrete shall not be considered as cover 3. the top surface of the membrane is to be protected with a cement screed at least 40 mm thick. designated as grade 'R'. where required.2. 3.1.
2. handrails and other secondary connections. fabrication and erection of structural steel shall be in accordance with BS 5950. Where concrete foundations support rising blockwork walls. CONTRACTOR shall give seven (7) years unconditional guarantee against the failure of the roof waterproofing system whether caused by defective materials or workmanship. Structural steelwork is to be prepared and painted in accordance with QP Specification QP-SPC-L-002. Prior to applying the membrane CONTRACTOR shall ensure that the concrete or blockwork surfaces are finished smooth and that any irregularity. CONTRACTOR shall adhere strictly to the manufacturers’ recommendation when applying the protection system. stair stringers. girt. General The following provisions are applicable to steel structures and buildings. The design.2 Above grade concrete protection: Unless a particular finish is specified elsewhere. exposed edges of concrete are to be chamfered. 3. Schedule 1Un. has been removed and all edges shall be chamfered. 3. Black bolts of grade 4.6 conforming to BS 4190 shall be used for walkway structures. joists.2 Structural Steel a. ATTACHMENT 7 .1.to the horizontal. All primary structural steel connections shall be carried out using Grade 8. the membrane and protection board shall be applied on each side of the rising wall up to ground level.6 conforming to BS 4190 shall be used for walkway structures.8 precision bolts. BITUTHENE is to be protected using SERVIPAK bitumen impregnated hardboard or equivalent at least 6mm thick suitably bonded to the membrane. girts. handrails and other secondary connections.033 W/mK at a mean temperature of 10°C and a minimum compressive strength of 150 kN/m2.8 precision bolts. all exposed concrete surfaces shall be coated with a penetrating silane-siloxane primer and subsequent pigmented coating of minimum total thickness 150 microns DFT applied in two coats. Type A shall be used as roof insulation material. Where a floor slab abuts the rising wall the membrane shall be overlapped by the slab polythene damp proof membrane.3 Roof Waterproofing and insulation The roof of all concrete buildings shall be provided with suitable waterproofing/ membrane system and it shall be as per Section 14 of QCS. All structural steel shall be of Grade S275 JR to BS EN10025. propriety angel beads are to be provided where necessary.5. which might cause the membrane to be punctured. Grade EHD. joists. Black bolts of grade 4.1. 3. Expanded extruded polystyrene boards complying with BS 3837. details.5. All primary steel connections shall be carried out using Grade 8. At junctions and joints the membrane is to be overlapped by a minimum of 75mm. proprietary corner fillets shall be installed.2. Unless otherwise specified the insulation shall be 50mm thick having a maximum thermal conductivity of 0. stair stringers. stairways and other miscellaneous steelwork.
Connections Moment resisting connections shall be designed to maximize field bolted and shop welded details. Grouting Cement-based QP approved proprietary non-shrink grout shall be used for filling space under base plates of steel columns and static equipment. with serrated top. Whenever bolted connections are used. 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. Epoxy-based proprietary non-shrink grout shall be used for filling space under base plates and in sleeves around anchor bolts to 'heavy1 vibrating equipment. Anchor Bolts Anchor bolts and nuts shall confirm to BS 4190. b.) they shall be black bolts Grade 8. Load bearing bars: 30mm X 5mm at 30mm pitch. shall be designed and detailed by the fabricator for the beam capacity load as shown in part 3 of "BCSA Structural steel work Handbook".Roofing and cladding of open steel structures shall be with single skin pre-painted and plastic coated galvanized steel sheets complying with BS: 3083. Design Data Types of loads and load combinations shall be in accordance with above. ATTACHMENT 7 . Connections shall be designed taking into account of the effects of any eccentricity on the component parts of the connection.10025. Transverse bars: 6mm X 6mm twisted square bars at 100mm pitch. f. Note that 'heavy' vibrating equipment is any equipment of weight greater than 2500kg. Washers shall confirm to BS 4320.“Hot dip galvanized coating on fabricated iron and steel articles”. in accordance with BS EN ISO 1461. Structural steelwork is to be prepared and painted in accordance with QP painting specification QP-SPC-L-002. lifting hooks etc. the reduced strength due to holes shall be computed. Where bolts are permitted in structural connections (beam / column connections. e. and in sleeves around anchor bolts unless noted otherwise. nuts and washers shall be galvanised in accordance with BS EN ISO 1461. d. etc. Standard simple beam connections. in accordance with BS EN ISO 1461. Closed steel buildings with air conditioning shall have insulated sandwiched type roofing and cladding system. including welds and bolts. c.) shall be hot dip galvanized to BS EN ISO 1461 before embedment. studs. The allowable deflections shall be as per BS 5950. moment connections. Anchor bolts. bracing connections. Heavy field welded connections shall be minimized. unless otherwise noted.8 conforming to BS 3692 in normal tolerance holes with minimum of two M20 bolts. Grating steel shall conform to Grade S275 JR in accordance with BS EN. insert plates.e. Solid plate flooring shall be Durbar plate 6mm thick and galvanised to 610g/m². Grating and solid plate flooring Grating shall be supplied in accordance with BS 4592 or equal and galvanised to a coating weight of 610g/m². All structural steel parts embedded in concrete (i.
1 In concrete paved areas: Width and depth of trenches shall be in accordance with electrical and instrumentation requirements. Walled trenches shall be used. Cable Trenches Routing of cable trenches shall be finalised during the sketch design stage and the routing finalized during preliminary design stage. 3. 3.3. except for the webs of rolled steel sections. g.3.The minimum edge distance to concrete plinth from the centre line of the anchor bolt shall be as follows: i) ii) 100mm for bolts < 20 mm diameter 50mm for bolts > 22 mm diameter The distance from the edge of base plate grout to the edge of concrete plinth shall be minimum 75mm.3.2 The distance between the top of electrical cables and the bottom of instrument trench shall be 500mm minimum. The following minimum requirements shall be considered for the design the cable trenches.3.3. The same shall apply at crossings of two electrical cable trenches.3 Gusset plates: No thinner than 10mm. 3. Alternatively uPVC cable ducts may be used at crossing of trenches. 3. Walled trenches shall be covered following applicable standard. at crossing of trenches. not less than 6mm thick. ATTACHMENT 7 .3.3 Crossings: Crossing of walled cable trenches and crossing of direct buried cable trenches shall be done as follows: 3.2 Outside concrete paved areas: Width and depth of trenches shall be in accordance with electrical and instrumentation requirements. steel used for external construction shall not be less than 8mm thick.1 Instrumentation cables shall run over the electrical cables at crossing of trenches. and in construction not so exposed. Cables shall be direct buried with marker posts and buried warning tape. ii) 3. Cables shall be protected by tiles. Minimum Material Thickness Minimum dimensions of load carrying members shall be as follows: i) Structural members.3.
3. 3. ATTACHMENT 7 . Class E. Nominal size – 6 inches or 4 inches Minimum wall thickness – 10.3. Joints shall be filled with oil resistant sealing compound. unless a more stringent joint sealant specification is required.2 3.3 PVC cable ducts as supplied by the Qatar National Plastic Factory shall be of the following type: _ Material – heavy duty. Precast concrete reinforced protection slabs shall be protected on all surfaces in contact with soil using a QP approved liquid applied protective coating and protection board / 1000 polythene wrapping.4 Precast Sleepers and Precast Protection Slabs for Pipelines and Piping 3.4. Walls-Solid concrete block work of thickness: 150mm.1 Concrete floor slabs shall generally be laid with no crossfalls.3mm for 4 inches pipe size 3.5 Concrete floor slabs shall be laid on one layer of 0.5.2 The top level of slab shall not deviate by more than ±3mm in 2m when measured in any direction.3.25mm thick (1000 gauge) polythene sheet.5.3.8mm for 6 inches pipe size & 7. unless required for drainage.5.5.4. All floor joints shall be sealed with a QP approved two-part polysulphide sealant. lapped a minimum of 300mm at each edge. Joint sealants shall be designed in accordance with BS 6213 ‘Selection of construction sealants – Guide’. 3.3 Concrete floor slabs and paved areas shall be subdivided into rectangular sections with maximum dimensions 6m x 6m.1 Concrete to be used in precast concrete sleepers shall use corrosion inhibitor DCI-S by Grace Construction Products or other QP approved equivalent materials at the rate of 20 liters/m3 in addition to the protective coating. 3.5.4 Concrete floor joints shall be designed in accordance with BS 6093 ‘Design of joints and jointing in building construction’. 3. on compacted subgrade or 300mm minimum thick compacted approved fill material. 3.3.4 Materials: Lean concrete: C20/20. Concrete for walled trenches & General Construction: C35/20.5 Floor Slabs and Paved Areas 3.
Concrete block paving shall be laid in accordance with BS 6717: Part 3: 1989.3.5.3 three to one (3:1) .7 3.6.2.5m2 or a total weight greater than 2500kg.1.6 Unless noted otherwise in the project documents.7.for reciprocating machinery 3.2 ‘Heavy vibrating machinery shall be ‘vibrating machinery’ having a gross plan area more than 2.5.1 3.1 Supporting Structures and Foundations for Heavy Vibrating Machinery Definition 3. 3. Colour(s) of concrete paving blocks shall be as approved by QP.6.2.1. floor slabs and concrete paved areas subject to light vehicular loads shall be minimum 150mm thick with one (1) layer of A252 reinforcement. 3.7.1 For civil and structural design purposes. 3. machines.2 3. 3.2 3.3 3. columns and walls.2.7. 3. Laying pattern and edge details shall be as approved by QP.6.2.1 Rigid foundation / equipment weight ratio shall be at least equal to : 3.7.for rotary machinery five to one (5:1) . All turbines and reciprocating compressors shall be regarded as ‘heavy vibrating machinery’ even if they weigh less than 2500kg.6 Block Paving 3.4 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.7.7.3 Loading Data Design of structures / foundations supporting ‘heavy vibrating machinery’ shall be based on dynamic analysis using manufacturers’ loading data.2 Minimum Concrete Foundation Mass 3.7.7. horizontal pumps. which shall include: ATTACHMENT 7 .4 Hydraulically pressed precast concrete blocks complying with BS 6717 shall be used for areas of block paving. engines and turbines). ‘vibrating machinery’ shall be defined as: any equipment having reciprocating or rotary masses as the major moving parts (such as compressors.7 Unless noted otherwise in the project documents. 3.6. 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.7. Concrete paving blocks shall be 80mm nominal thick and of a uniform width and length complying with the tolerances specified in BS 6717.
1 Fill The controlled earth filling shall be done using 'desert fill' material imported from an area approved by QP.0 Earthworks 4.3. The gradation curve of selected fill material shall be within the gradation limits indicated below.7. The first layer of desert fill shall be limited to 200 mm loose thickness.3. CONTRACTOR shall ensure that prior to transportation.7. After placement but prior to compaction the area shall be scarified to a depth of 300 mm. 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. Foundation amplitude limits shall be as specified by the equipment vendor but shall provide a factor of safety of not less than 1.7.3. Maximum water-soluble salts content shall be limited to maximum 2% by dry weight. rock fragments in excess of 100 mm.The slope of the edges and the embankments with desert fill shall be 2:1 (horizontal: vertical). which may exist in the natural desert fill material shall be removed by screening or other appropriate method in order to comply with the gradation limits indicated above.3.9 3.7. 3.10 Besides the above data.2 Excavation ATTACHMENT 7 .3.1 3.7.7.5 compared to Figure 3 of CP 2012:Part1:1974.3. Desert fill shall be spread in layers of maximum 200 mm compacted thickness and with a minimum density equal to 95% of the maximum dry density (MDD) as determined by BS 1377 Test 13.3.8 weight of machine and ancillary equipment speed of machine position of centre of gravity of machine in the three major planes out of balance forces and moments (primary and secondary speed where needed) line of action of out of balance forces inertia of driver and driven in the three major planes short circuit / emergency failure forces and moments 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).3 3.7 3.7.1 3.7.7.5 3.3.4 3.3.3. Liquid limit shall be less than 35% and the plasticity index shall be limited to a maximum of 10%.7. (100 mm into the natural soil). 4.6 3. caused by erection loading impact. These forces shall not be consider 4.3.
0m with hard shoulders of 1. 6. He shall notify QP in writing and should plot their position. The gradation limit shall be within the gradation limits specified below. ditches and soakaways are to be provided where required to prevent rainwater from ponding. materials obtained during site clearance. Materials to be excavated are not specifically classified and the work shall include excavation of all types of soil and rock. Internal surfaces of concrete pits.CONTRACTOR shall obtain the relevant excavation permits as required to commence work. steel. concrete.0 Roads and Parking The design of roads and parking areas shall be carried out in accordance with QCS and Qatar Highway Design Manual published by the Ministry of Municipal Affairs and Agriculture (MMAA). wood or other material subject to decomposition. CONTRACTOR shall liaise with QP with respect to the work near existing gas pipelines and shall establish safety procedures and clearance requirements at the start of the excavation work. uncover any previously uncovered services. All reinforced concrete underground foundations. manholes. Should CONTRACTOR in the course of excavation or subsequently. Road works to take into consideration duct bank crossings and drainage requirements..0 Underground Utilities Foul manholes. Minimum width of access roads shall be 6.0m wide on either side. Excavated materials suitable for fill shall be transported to and replaced in fill areas within the limits of WORKSPACE. etc. pits and structures are to be protected externally on horizontal and vertical surfaces. shall be coated with a penetrating silane-siloxane primer and ATTACHMENT 7 . Culverts for road crossing shall be designed for axle load of 30 tons. or drain as required to keep the excavations clear of water arising from whatever source. de-water. Finished excavation slopes in the permanent WORKS shall be free from debris and loose material. CONTRACTOR shall comply with the QP's Special Requirements. e. Suitable material for fill is desert fill. valve chambers and low voltage manholes are to be constructed using reinforced concrete. dimensions and level above datum and other appropriate details on an appropriate drawing. gullies.g. etc. Roads and asphalt-paved areas are to be designed to be free draining. Drains. whether water bearing or not. description. CONTRACTOR shall pay special care to ensure no damage occurs to the existing pipes/ducts or culverts during the excavation. CONTRACTOR shall be responsible for all damage. which may arise from the entry of water into the excavations and shall provide all necessary labour and equipment to bale. Excavated material unsuitable for fill shall be disposed off in spoil areas approved by QP. Unsuitable material for fill includes organic clay or silt. 5. dune sand or desert fill not conforming to the gradation curve or to maximum allowed salt content. and Sabkha.
Spacing of straining post shall not exceed 30 meters in straight length of fence. Underground utilities.5 (erection only) Min factor of safety against sliding: 1.0m with inward cranked tips and three lines of barbed wire complying with BS 1722 Part I. and shall match existing fencing in adjoining plant areas.0 Fencing Fencing design shall comply with BS 1722 Part 10 ‘Anti intruder chain link fences’.55mm galvanized wire plastic coated to 4. Report for geotechnical investigation performed during FEED for proposed tank location. Schedule 40 galvanised steel pipe. using ATTACHMENT 7 . or 75 mm O. Where soft material is encountered under foundations or floor slabs.5 Min factor of safety against uplift: 1. The weight of soil overburden may generally be taken into account when calculating factor of safety. Fencing shall comprise chain link of mesh size 50mm x 50mm with 3. which is given in Attachment 11 of this Appendix A. foundations shall be designed to have minimum factors of safety as noted below. Concrete bedding and surround is to be provided to underground utilities where necessary to protect them from imposed loading. pipes. Passive soil resistance shall only be considered subject to QP Approval. Each painted fence post is to be casted into a 450mm x 450mm x 900mm deep concrete foundation. specifications and codes & standards mentioned herein. structures.D.g.0 Foundations Design and detailing of foundations shall be based on geotechnical investigation reports.1(no allowance for overburden or skin friction e. All corner posts/termination fence posts shall be diagonally braced. 7.5(including overburden) Min factor of safety against uplift: 1. the unwanted material is to be removed and replaced to final sub-grade level using approved desert fill material or mass concrete as appropriate. Additional geotechnical investigation if any required for foundation design shall be carried out by CONTRACTOR. using unfactored working loads. The bracing shall be either welded or bolted to the corner/termination post. 1 and 2 of 2. The concrete mix for the foundations shall be C30/20.75mm.1 Stability Ratios for Foundations In stability analysis calculations. except as noted below. Grade A. Min factor of safety against overturning: 1. 7. fixed to galvanized vertical posts. The vertical post is embedded into concrete base at regular intervals not exceeding 3. fabricated in accordance with STD-10065 sht.75 (except erection) Min factor of safety against overturning: 1.subsequent coating of minimum total thickness 150 microns DFT applied in two coats. The fence posts shall be galvanised 75mm x 75mm x 6mm thick steel angle. culverts and covers are to be designed to accommodate imposed loading from operating and construction traffic. construction case) 8. A Chain Link fencing of 3000mm height shall be provided as marked in the relevant project drawing.
Gates shall be provided with hinges. member length and member loading. nuts. spring).6 + L/9 where L is the longest horizontal dimension (in meters) of the foundation slab. etc. Each concrete foundation is to be coated in the normal protective coating as specified herein. Diagonal bracing shall be supplied and installed by the CONTRACTOR. 9.0 General Design Requirements 9. 9. All gates and gate fittings shall be zinc coated after manufacture in accordance with BS 729.OPC.1 Soil bearing pressure shall not exceed 50 % of the net allowable values for static loads.3 9. ATTACHMENT 7 . Computer printouts of input data files shall be supplemented with analysis model plots. In case of static plus dynamic loads. member property/size. illustrating node/element numbers. All calculations shall be in SI units and presented in a format approved by QP. loads. pinned. Construction joints shall not be allowed for block foundation and raft. All reinforcing shall be tri-axially arranged. and shall be galvanised in accordance with BS 729 and be cast into mass concrete 450mm x 450mm x 600mm. gates shall be provided and the height of gates shall match with the height of fence. member sizes. The effects of shrinkage and thermal expansion shall be taken in to account. All parts of foundation or supporting structure shall be independent of the adjacent structures. stops together with padlock and three keys of standard make.6 9. Fence gates shall be fabricated from tubular steel and shall be galvanized after fabrication and covered with chain link to match with reminder of the fencing. and all bars shall have hooked ends.0m.0 Detailed Engineering Documents Details of design and calculations shall be shown on sketches showing structure arrangements.7 10.2 9.4 9. soil pressure below the foundation shall not exceed 75% of allowable soil bearing capacity. Foundation plates for equipment and structures shall be grouted to provide full uniform load transfer between bottom of plate and concrete foundation. Wherever required. The thickness of the foundation slab shall be at least 0. support type (fixed.5 9. Single gates shall be used for openings up to 2. for all corner posts and at gateway locations. The diagonal bracing shall consist of 75mm x 75mm x 6mm thick steel angle.0m and double leaves of equal width for gates of opening up to 10. bolts. member orientation.
ATTACHMENT 7 .The Engineering Documents submitted shall be as per the guidelines suggested byE.D-10.S. Levels shall relate to QNHD (Qatar National Height Datum) and Coordinates shall relate to QNG (Qatar National Grid).
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