欧标 EC4 教程09 附件 b3

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欧标 EC 4 教程02

Structural Steelwork EurocodesDevelopment ofa Trans-National Approach Course: Eurocode 4Lecture 2 : Introduction to EC4Summary:Pre-requisites:Notes for Tutors:Objectives:References:Contents:1. Structure of Eurocode 4 Part 1.1The arrangement of sections within EC4-1-1 is based on a typical design sequence, starting withbasic data on material properties and safety factors, then considering issues related to methodsof analysis, before detailing the requirements for element design (at both ultimate and serviceability limit states).EC4 is organised into a number of Sections as follows:Section 1 GeneralOutlines the scope of EC4, defines specific terms, and provides a notation list.Section 2 Basis of DesignOutlines design principles and introduces partial safety factorsSection 3 MaterialsSpecifies characteristic strengths for concrete, steel (reinforcing and structural), and shear connectorsSection 4 DurabilitySpecifies particular requirements for corrosion protection of composite elements, in relation tothe interface between steel and concrete, and galvanising standards for profiled steel sheets for composite slabs.Section 5 Structural AnalysisThis outlines appropriate methods of global analysis and their potential application, and definesthe effective width and section classification.Section 6 Ultimate limit statesThis provides detailed rules regarding detailed sizing of individual structural elements (beamsand columns), including shear connectors. The design of composite slabs is covered in Section9.Section 7 Serviceability limit statesSets out limits on deflections and requirements to control crackingSection 8 Composite joints in frames for buildingsProvides detailed procedures for designing joints.Section 9 Composite slabs with profiled steel sheeting for buildingsProvides specific guidance for the use of composite decking, and sets out detailed proceduresfor verification at both ultimate and serviceability limit states for both shuttering and the composite slab.Section 10 ExecutionProvides guidance on the site construction process. This specifies minimum standards of workmanship as implicitly assumed in the rest of EC4.Section 11 Standard testsDescribes procedures for testing shear connectors and composite floor slabs where standarddesign data is not available.2. Terminologycl. 1.4.2 The Eurocodes define a number of terms which, although often used generally in a rather looseway, have more precise meanings in the context of EC4. These terms are clearly defined andinclude the following:‘Composite member’ refers to a structural member with components of concrete and structural or cold-formed steel, interconnected.by shear connection to limit relative slip.∙‘Shear connection’ refers to t he interconnection between steel and concrete components enabling them to be designed as a single member.∙‘Composite beam’ is a composite member subject mainly to bending.∙‘Composite column’ is a composite member subject mainly to compression or combin ed compression and bending.∙‘Composite slab’ is a slab in which profiled steel sheets act as permanent shuttering and subsequently act to provide tensile reinforcement to the concrete.∙‘Execution’ refers to the activity of creating a building, includin g both site work and fabrication.∙‘Type of building’ refers to its intended function (eg a dwelling house, industrial building)∙‘Form of structure’ describes the generic nature of structural elements (eg. beam, arch) or overall system (eg. Suspension bridge)∙‘Type of construction’ indicates the principal structural material (eg. steel construction)∙‘Method of construction’ describes how the construction is to be carried out (eg prefabricated)∙‘Composite frame’ is a framed structure in which some or all of the elements are composite.∙‘Composite joint’ is a joint between composite members in which reinforcement is intended to contribute to its resistance and stiffness.∙Type of framing:Simple joints do not resist momentsContinuous joints assumed to be rigidSemi-continuous connection characteristics need explicit consideration in analysis∙‘Propped structure or member’ is one in which the weight of concrete applied to the steel elements is carried independently, or the steel is supported in the span, until the concrete isable to resist stress.∙‘Unpropped structure or member’ is one in which the weight of concrete is applied to the steel elements which are unsupported in the span..3. Notation/SymbolsA complete list of symbols is included in EC4. The most common of these are listed below: cl. 1.6 Symbols of a general nature:L, l Length; span; system lengthN Number of shear connectors; axial forceR Resistance; reactionS Internal forces & moments; stiffnessδDeflection; steel contribution ratioλSlenderness ratioχ Reduction factor for bucklingγ Partial safety factorSymbols relating to cross-section properties:A Areab Widthd Depth; diameterh Heighti Radius of gyrationI Second moment of areaW Section modulusDiameter of a reinforcing barMember axesThe following convention is adopted for member axes:x-x along the length of the membery-y axis of the cross-section parallel to the flanges (major axis)z-z axis of the cross-section perpendicular to the flanges (minoraxis)Symbols relating to material properties:E Modulus of elasticityf Strengthn Modular ratioEC4 also makes extensive use of subscripts. These can be used to clarify the precise meaning ofa symbol. Some common subscripts are as follows:c Compression, composite cross-section, concreted Designel Elastick CharacteristicLT Lateral-torsionalpl PlasticNormal symbols may also be used as subscripts, for example:Rd Design resistanceSd Design values of internal force or momentSubscripts can be arranged in sequence as necessary, separated by a decimal point –for example:N pl.Rd Design plastic axial resistance.4. Material properties4.1 Concretecl. 3.1 Properties for both normal weight and lightweight concrete shall be determined according toEC2, but EC4 does not cover concrete grades less than C20/25 or greater than C60/75.4.2 Reinforcing steelProperties for reinforcing steel shall be determined according to EC2, but EC4 does not cover reinforcement grades with a characteristic strength greater than 550N/mm2..cl. 3.24.3 Structural steelProperties for structural steel shall be determined according to EC3, but EC4 does not coversteel grades with a characteristic strength greater than 460N/mm2..cl. 3.34.4 Profiled steel sheeting for composite slabsProperties for steel sheeting shall be determined according to EC3, but EC4 also restricts thetype of steel to those specified in certain ENs.cl. 3.4The recommended minimum (bare) thickness of steel is 0,7mm4.5 Shear connectorsReference is made to various ENs for the specification of materials for connectors. cl. 3.5 5. Structural analysisGeneral guidance is given on what methods of analysis are suitable for different circumstances. cl. 5.1.2 5.1 Ultimate Limit StateFor the Ultimate Limit State, both elastic and plastic global analysis may be used, althoughcertain conditions apply to the use of plastic analysis.When using elastic analysis the stages of construction may need to be considered. The stiffnessof the concrete may be based on the uncracked condition for braced structure. In other cases,some account may need to be taken of concrete cracking by using a reduced stiffness over a designated length of beam. The effect of creep is accounted for by using appropriate values forthe modular ratio, but shrinkage and temperature effects may be ignored.cl. 5.1.4 Some redistribution of elastic bending moments is allowed.Rigid-plastic global analysis is allowed for non-sway frames, and for unbraced frames of two storeys or less, with some restrictions on cross-sections. Cl. 5.1.5 Cl. 5.3.4A similar distinction is made between sway and non-sway frames, and between braced and unbraced frames as for steel frames, and reference is made to EC3 for definitions.5.2 Properties and classification of cross-sectionsThe effective width of the concrete flange of the composite beam is defined, although more rigorous methods of analysis are admitted.cl. 5.2 Cross-sections are classified in a similar manner to EC3 for non-composite steel sections. cl. 5.3 5.3 Serviceability Limit StateElastic analysis must be used for the serviceability limit state. The effective width is as definedfor the ultimate limit state, and appropriate allowances may be made for concrete cracking,creep and shrinkage.cl. 5.46. Ultimate Limit State cl. 6 The ultimate limit state is concerned with the resistance of the structure to collapse. This isgenerally checked by considering the strength of individual elements subject to forcesdetermined from a suitable analysis. In addition the overall stability of the structure must be checked.The ultimate limit state is examined under factored load conditions. In general, the effects on individual structural elements will be determined by analysis, and each element then treated asan isolated component for design. Details of individual design checks depend on the type ofmember (eg beam, column) and are described in other parts of this course.The ultimate limit state design for composite connections and composite slabs are dealt with in Sections 8 and 9 respectively.6.1 Beamscl. 6.3 For beams, guidance is given on the applicability of plastic, non-linear and elastic analysis for determining the bending resistance of the cross-section, with full or partial interaction.Procedures for calculating the vertical shear resistance, including the effects of shear bucklingand combined bending and shear.Beams with concrete infill between the flanges enclosing the web are defined as partiallycl. 6.4 encased, and separate considerations apply to the design for bending and shear for these.cl. 6.5 In general, the top flange of the steel beam in composite construction is laterally restrainedagainst buckling by the concrete slab. However, in the hogging bending zones of continuousbeams, the compression flange is not restrained in this way, and procedures for checking lateral-torsional buckling for such cases are given. If a continuous composite beam satisfies certain conditions defined in EC4, such checks are unnecessary.cl. 6.7 Detailed procedures are given for the design of the longitudinal shear connection, including the requirements for the slab and transverse reinforcement. A range of different connector types is considered.6.2 ColumnsVarious types of composite columns, including encased sections and concrete-filled tubes, arecl. 6.8 covered. Simplified procedures are given for columns of doubly symmetrical cross-section anduniform throughout their length. Guidance is given on the need for shear connection and howthis can be achieved.7. Serviceability Limit StateServiceability requirements are specified in relation to limiting deflections and concretecl. 7.1 cracking. Other less common serviceability conditions relating to control of vibrations andlimiting stresses are not included in EC4.7.1 Deflectionscl. 7.2 At the serviceability limit state, the calculated deflection of a member or of a structure is seldom meaningful in itself since the design assumptions are rarely realised. This is because, for example:∙the actual load may be quite unlike the assumed design load;∙beams are seldom "simply supported" or "fixed" and in reality a beam is usually in some intermediate condition;The calculated deflection can, however, provide an index of the stiffness of a member or structure, i.e. to assess whether adequate provision is made in relation to the limit state of deflection or local damage. Guidance is given on calculating deflections for composite beams, including allowances for partial interaction and concrete cracking. No guidance is given regarding simplified approaches based on limiting span/depth ratios.No reference is given to limiting values for deflections in EC4. It is therefore recommended that calculated deflections should be compared with specified maximum values in Eurocode 3, which tabulates limiting vertical deflections for beams in six categories as follows: EC3 Table 4.1∙roofs generally.∙roofs frequently carrying personnel other than for maintenance.∙floors generally.∙floors and roofs supporting plaster or other brittle finish or non-flexible partitions.∙floors supporting columns (unless the deflection has been included in the global analysis for the ultimate limit state).∙situations in which the deflection can impair the appearance of the building.The deflections due to loading applied to the steel member alone, for example those during the construction stage for unpropped conditions, should be based on the procedures of EC3 usingthe bare steel section properties.Deflections due to subsequent loading should be calculated using elastic analysis of thecomposite cross-section with a suitable transformed section. Where necessary, methods ofallowing for incomplete interaction and cracking of concrete are given7.2 Concrete CrackingConcrete in composite elements is subject to cracking for a number of reasons including direct loading and shrinkage. Excessive cracking of the concrete can affect durability and appearance,or otherwise impair the proper functioning of the building. In many cases these may not becritical issues, and simplified approaches based on minimum reinforcement ratios and maximumbar spacing or diameters can be adopted. Where special conditions apply, for example in thecase of members subject to sever exposure conditions, EC4 provides guidance on calculatingcrack widths due to applied loads. Limiting crack widths are specified in relation to exposure conditions.cl. 7.38. Composite Joints cl. 8 The guidance given applies principally to moment-resisting beam-column connections. It relatesto moment resistance, rotational stiffness, and rotation capacity. The inter-dependence of global analysis and connection design is described, but where the effects of joint behaviour on the distribution of internal forces and moments are small, they may be neglected. Guidance is givenon joint classification as rigid, nominally pinned, or semi-rigid for stiffness, and as full strength, nominally pinned or partial strength in relation to moment resistance.Detailed guidance is given in relation to design and detailing of the joint, including slab reinforcement.9. Composite Slabs cl. 9 Detailed guidance is given in relation to the design of composite slabs, for both ultimate and serviceability limit states. This includes construction stages when the steel sheeting is acting as permanent shuttering and, in an unpropped condition, must resist the applied actions due to wet concrete and construction loads. In this case reference is made to EC3 Part 1.3.Calculation procedures are given for determining the resistance of composite slabs in relation to flexure, longitudinal shear and vertical shear. Principles for determining stiffness for calculating deflections are stated, and conditions in which detailed calculations can be omitted are specifiedin relation to span:depth ratios.。

94-9-EC标准中英文--ANNEX III--附件3--模块EC型式检验

ANNEX III附件三MODULE EC-TYPE EXAMINATION 模块EC型式检验1. This module describes that part of the procedure by which a notified body ascertains and attests thata specimen representative of the production envisaged meets the relevant applicable provisions of the Directive.本模块描述了程序的这一部分，通过这部分程序，通知机构可以确定并证明所设想的生产样品符合指令的有关适用规定。

2. The application for the EC-type examination shall be lodged by the manufacturer or his authorized representative established within the Community with a notified body of his choice.EC型式检验的申请应由制造商或其在社区内设立的授权代表提出，并由其选择的通知机构提出。

The application shall include:申请书应包括：— the name and address of the manufacturer and, if the application is lodged by the authorized representative, his name and address in addition;-制造商的名称和地址，如果申请是由授权代表提出的，则说明其姓名和地址；— a written declaration that the same application has not been lodged with any other notified body; — the technical documentation, as described in point 3.一份书面声明，说明没有向任何其他被通知机构递交同样的申请；-技术文件，如第3点所述。

欧标 EC 4教程04

Structural Steelwork EurocodesDevelopment ofA Trans-national Approach 2 Course: Eurocode 4Lecture 4: Composite Slabs with Profiled SteelSheetingSummary:Pre-requisites:Notes for Tutors:Objectives:References:Contents:1. IntroductionThe widespread popularity of steel in multi-storey building construction is in part due to the use of composite floors. A composite slab comprises steel decking, reinforcement and cast in situ concrete (Figure 1). When the concrete has hardened, it behaves as a composite steel-concrete structural element. Modern profiled steel may be designed to act as both permanent formwork during concreting and tension reinforcement after the concrete has hardened. After construction, the composite slab consists of a profiled steel sheet and an upper concrete topping which are interconnected in such a manner that horizontal shear forces can be transferred at the steel-concrete interface.Figure 1 Composite slab with profiled sheetingComposite floor construction is essentially an overlay of one-way spanning structural elements. The slabs span between the secondary floor beams, which span transversely between the primary beams. The latter in turn span onto the columns. This set of load paths leads to rectangular grids, with large spans in at least one direction (up to 12, 15 or even 20 m).Composite slabs are supported by steel beams, which normally also act compositely with the concrete slab. The spacing of the beams, and therefore the slab span, depends on the method of construction. If the beam spacing is below about 3,5m, then no temporary propping is necessary during concreting of the slab. In this case, the construction stage controls the design of the metal decking. Due to the short slab span, the stresses in the composite slab in the final state after the concrete has hardened, are very low. For such floors, trapezoidal steel sheets with limited horizontal shear resistance and ductility are most often used. They have the lowest steel weight per square metre of floor area. For other floor layouts where the lateral beam spacing is much larger, props are necessary to support the metal decking during concreting. Due to the longer slab span, the final composite slab is highly stressed. As a result this final state may govern the design. In this case the steel sheeting will require good horizontal shear bond resistance. Re-entrant profiles are often used leading to greater steel weight per square metre of floor area. Composite floor construction used for commercial and other multi-storey buildings, offers a number of important advantages to the designer and client:•speed and simplicity of construction•safe working platform protecting workers below•lighter construction than a traditional concrete building•less on site construction•strict tolerances achieved by using steel members manufactured under controlled factory conditions to established quality procedures.The use of profiled steel sheeting undoubtedly speeds up construction. It is also often used with lightweight concrete to reduce the dead load due to floor construction. In the UK and North America, this use of lightweight concrete is common practice for commercial buildings.1.1 Profiled decking typesNumerous types of profiled decking are used in composite slabs (Figure 2). The different types of sheeting present different shapes, depth and distance between ribs, width, lateral covering, plane stiffeners and mechanical connections between steel sheeting and concrete. The profiled sheeting characteristics are generally the following:•Thickness between 0,75mm and 1,5mm and in most cases between 0,75mm and 1mm; •Depth between 40mm and 80mm; (deeper decks are used in slim floor systems - lecture 10). •Standard protection against corrosion by a thin layer of galvanizing on both faces.Figure 2 Types of profiled deckingProfiled decking is cold formed: a galvanised steel coil goes through several rolls producing successive and progressive forming. The cold forming causes strain hardening of the steel resulting in an increase of the average resistance characteristics of the section. Generally, a S235 grade coil has a yield limit of approximately 300 N/mm2 after cold forming.1.2 Steel to concrete connectionThe profiled sheeting should be able to transfer longitudinal shear to concrete through the interface to ensure composite action of the composite slab. The adhesion between the steel profile and concrete is generally not sufficient to create composite action in the slab and thus an efficient connection is achieved with one or several of the following (Figure 3): •Appropriate profiled decking shape (re-entrant trough profile), which can effect shear transfer by frictional interlock;•Mechanical anchorage provided by local deformations (indentations or embossments) in the profile;•Holes or incomplete perforation in the profile;•Anchorage element fixed by welding and distributed along the sheet;•End anchorage provided by welded studs or another type of local connection between the concrete and the steel sheet;•End anchorage by deformation of the ribs at the end of the sheeting.re-entrant trough profileOpen trough profile( a ) mechanical anchorage ( c ) end anchorage( b ) frictional interlock ( d ) end anchorage by deformationFigure 3 Typical forms of interlock in composite slabs1.3 Reinforcement of the slabIt is generally useful to provide reinforcement in the concrete slab for the following reasons: • Load distribution of line or point loads;• Local reinforcement of slab openings;• Fire resistance;• Upper reinforcement in hogging moment area;• To control cracking due to shrinkage.Mesh reinforcement may be placed at the top of the profiled decking ribs. Length of, and cover to, reinforcement should satisfy the usual requirements for reinforced concrete.1.4 Design RequirementsDesign of composite slabs is treated in chapter 9 of Eurocode 4. The code concerns the design of the slabs in multi-storey buildings, which are generally mainly loaded with static loads, or the slabs of industrial buildings subjected to mobile loading. Composite slabs can also be used in structures subject to repetitive or suddenly applied loads causing dynamic effects. However, particular care is needed with construction details in order to avoid any damage of the composite action.9.1.1 Referring to figure 3, the overall depth of the composite slab, h , should not be less than 80 mm. 9.2.1The thickness h c of concrete above the ribs of the decking should be greater than 40mm to ensure ductile behaviour of the slab and sufficient cover of reinforcing bars. If the slab acts compositely with a beam, or is used as a diaphragm, the minimum total depth h is 90mm and the minimum concrete thickness h c above decking is increased to 50mm.The nominal size of aggregate depends on the smallest dimension on the structural element9.2.2 within which concrete is poured, and should not exceed the least of:•0,40 h c where h c is the depth of concrete above the ribs•b o/3, where b o is the mean width of the rib (minimum width for re-entrant profiles);•31,5 mm (sieve C 31,5).These criteria ensure that the aggregate can penetrate easily into the ribs.9.2.3 Composite slabs require a minimum bearing of 75mm for steel or concrete and 100mm for other materials.2. Composite slab behaviourComposite behaviour is that which occurs after a floor slab comprising of a profiled steel sheet,plus any additional reinforcement, and hardened concrete have combined to form a single structural element. The profiled steel sheet should be capable of transmitting horizontal shear atthe interface between the steel and the concrete. Under external loading, the composite slabtakes a bending deflection and shear stresses appear at the steel-concrete interface.If the connection between the concrete and steel sheet is perfect, that is if longitudinal deformations are equal in the steel sheet and in the adjacent concrete, the connection provides complete interaction. If a relative longitudinal displacement exists between the steel sheet andthe adjacent concrete, the slab has incomplete interaction. The difference between the steel and adjacent concrete longitudinal displacement can be characterised by the relative displacement called slip.Composite slab behaviour is defined with the help of a standardised test as illustrated in figure 4:a composite slab bears on two external supports and is loaded symmetrically with two loads P applied at ¼ and ¾ of the span. Calling the deflection at mid-span of the slab δ, the load-deflection curve, P-δ,is an effective representation of the slab behaviour under load. This behaviour depends mainly on the steel-concrete connection type (shape, embossment, connectors, …).cph tFigure 4 Standardised testTwo types of movement can be identified at the steel-concrete interface :•local micro-slip that cannot be seen by the naked eye. This micro-slip is very small and allows the development of the connection forces at the interface;•interface global macro-slip that can be seen and measured and depends on the type of connection between the concrete and steel.Three types of behaviour of the composite slab can be identified (Figure 5) :•Complete interaction between steel and concrete: no global slip at the steel-concrete interface exists. The horizontal transfer of the shear force is complete and the ultimate load P u is at its maximum, the composite action is complete. The failure can be brittle, if it occurs suddenly or ductile if it happens progressively.•Zero interaction between concrete and steel: global slip at the steel-concrete interface is not limited and there is almost no transfer of shear force. The ultimate load is at its minimum and almost no composite action is observed. The failure is progressive.•Partial interaction between concrete and steel: global slip at the steel-concrete interface is not zero but limited. The shear force transfer is partial and the ultimate lies between the ultimate loads of the previous cases. The failure can be brittle or ductile.P uP fdeflectionδuu Figure 5 : composite slab behaviourThe composite slab stiffness, represented by the first part of the P-δ curve, is different for each type of behaviour. This stiffness is at its highest for complete interaction and its lowest for zero interaction.Three types of link exist between steel and concrete:•Physical-chemical link which is always low but exists for all profiles;•Friction link which develops as soon as micro slips appear;•Mechanical anchorage link which acts after the first slip and depends on the steel-concrete interface shape (embossments, indentations etc)From 0 to P f , the physical-chemical phenomena account for most of the initial link between the steel and concrete. After first cracking, frictional and mechanical anchorage links begin to develop as the first micro-slips occur. Stiffness becomes very different according to the effectiveness of the connection type.Composite slab failure can happen according to one of the following collapse modes (Figure 6).sFigure 6 Composite slab failure mode types• Failure type I : The failure is due to an excessive sagging moment (section I), that is the bending resistance of the slab M pl.Rd ; this is generally the critical mode for moderate to highspans with a high degree of interaction between the steel and concrete.• Failure type II : The failure is due to excessive longitudinal shear ; the ultimate loadresistance is reached at the steel concrete interface. This happens in section II along theshear span L s .•Failure type III : The failure is due to an excessive vertical shear near the support (sectionIII) where vertical shear is important. This is only likely to be critical for deep slabs overshort spans and subject to heavy loadsThe composite slab failure may be (Figure 7) Brittle in which case the failure occurs suddenly generally without observable important deformations or ductile , that is the failure happens progressively with significant deformation at collapse and preceded by signs of distress.11.3.5(1)Load P deflection δBrittle behaviourDuctile behaviourFigure 7 Load deflection response of brittle and ductile slabsThe brittle or ductile mode of failure depends on the characteristics of the steel-concrete interface. Slabs with open trough profiles experience a more brittle behaviour, whereas slabs with re-entrant trough profiles tend to exhibit more ductile behaviour. However, profiled decking producers ameliorate brittle behaviour with various mechanical means, such as embossments or indentations and the use of dovetail forms. Shear connectors between beam and slab also influence the failure mode.3. Design conditions, actions and deflectionTwo design conditions should be considered in composite slab design. The first relates to the situation during construction when the steel sheet acts as shuttering and the second occurs in service when the concrete and steel combine to form a single composite unit.9.3.13.1 Profiled steel as shutteringThe profiled steel must resist the weight of wet concrete and the construction loads. Although the steel deck may be propped temporarily during construction it is preferable if no propping is used. Verification of the profiled steel sheeting for the ultimate and serviceability limit states should be in accordance with part 1.3 of Eurocode 3. Due consideration should be given to the effect of embossments or indentations on the design resistances.At the ultimate limit state , a designer should take the following loads into account :• Weight of concrete and steel deck;• Construction loads;• Storage load, if any;• 'ponding' effect (increased depth of concrete due to deflection of the sheeting).Construction loads represent the weight of the operatives and concreting plant and take into account any impact or vibration that may occur during construction. According to Eurocode 4, in any area of 3m by 3m, in addition to the weight of the concrete, the characteristic construction load and weight of surplus concrete ('ponding' effect) should together be taken as 1,5kN/m 2. Over the remaining area, a characteristic loading of 0,75kN/m 2 should be added to the weight of concrete. These loads should be placed to cause the maximum bending moment and/or shear (Figure 8).9.3.2.(1) These minimum values are not necessarily sufficient for excessive impact or heaping concrete, or pipeline or pumping loads. If appropriate, provision should be made in design for the additional loading. Without the concrete, the sheet should be shown by test or calculation to be able to resist a characteristic load of 1kN on a square area of side 300mm or to a linear characteristic load of 2kN/m acting perpendicularly to the rib on a width of 0,2m. This load represents the load due to an operative.( b ) ( b ) ( a ) ( c )( b ) ( b ) ( a ) ( c ) moment over supportMoment in mid-span ( a ) Concentration of construction loads 1,5 kN / m²( b ) Distributed construction load 0,75 kN / m²( c ) Self weightFigure 8 Load arrangements for sheeting acting as shutteringThe deflection of the sheeting under its own weight plus the weight of wet concrete, but excluding construction loads, should not exceed L/180 where L is the effective span between supports.9.6 (2) If the central deflection δ of the sheeting under its own weight plus that of the wet concrete, calculated for serviceability, is less than 1/10 of the slab depth, the ponding effect may be ignored in the design of the steel sheeting. If this limit is exceeded, this effect should be allowed for; for example by assuming in design, that the nominal thickness of the concrete is increased over the whole span by 0,7δ. 9.3.2(2)Propping can dramatically reduce deflections, props being considered as supports in this context. Use of propping is discouraged as it hinders the construction process and adds time andcosts to the project.3.2 Composite slabThe composite check corresponds to the situation of the slab after the concrete has hardened andany temporary propping has been removed. The loads to be considered are the following :•Self-weight of the slab (profiled sheeting and concrete);•Other permanent self-weight loads (not load carrying elements);•Reactions due to the removal of the possible propping;•Live loads;•Creeping, shrinkage and settlement;•Climatic actions (temperature, wind...).For typical buildings, temperature variations are generally not considered.Serviceability limit state checks include the following :•Deflections;•Slip between the concrete slab and the decking at the end of the slab called end slip;•Concrete cracking.3.2.1 DeflectionsThe limiting values recommended by Eurocode 3 are L/250 under permanent and variable long duration loads and L/300 under variable long duration loads. If the composite slab supportsbrittle elements (cement floor finishes, non-flexible partitions, etc...), the last limit is then L/350.The deflection of the sheeting due to its own weight and the wet concrete need not be includedin this verification for the composite slab. This deflection already exists when the constructionwork (partitions, floor finishes, door and window frames...) is completed and has no negative influence on these elements. Moreover the bottom of the slab is often hidden by a ceiling.In practice two span conditions arise for composite slabs. They are either an internal span (for a continuous slab) or an external slab (edge span of a continuous slab or simply-supported slab).9.8.2(3) For an internal span, the deflection should be determined using the following approximations : 9.8.2(4)•The second moment of inertia should be taken as the average of the values for the cracked and uncracked section. ;•For concrete of normal density, an average value of the modular ratio (n=E a/E c) for both long and short-term effects may be used.3.2.2 End slipFor external spans, end slip can have a significant effect on deflection. For non-ductile behaviour, initial end slip and failure may be coincident while for semi-ductile behaviour, end slip will increase the deflection.Where test behaviour indicates initial slip at the desired service load level for the non-anchored slab, end anchorage (studs, cold formed angles...) should be used in external slabs. Such end slip is considered as significant when it is higher than 0,5mm. Generally no account need be taken of the end slip if this 0,5mm end slip is reached for a load exceeding 1,2 times the desired service load. Where end slip exceeding 0,5mm occurs at a load below 1,2 times the design service load, then end anchors should be provided or deflections should be calculated including the effect of the end slip. 9.8.2(5) 9.8.2(6)3.2.3. Concrete crackingThe crack width in hogging moment regions of continuous slabs should be checked in accordance with Eurocode 2. In normal circumstances, as no exposure to aggressive physical or chemical environments and no requirements regarding waterproofing of the slab exist, cracking can be tolerated with a maximum crack width of 0,3mm. If the crack width is higher than this limit, reinforcement should be added according to usual reinforced concrete rules.Where continuous slabs are designed as a series of simply supported beams, the cross-sectional area of anti-crack reinforcement should not be less than 0,2 % of the cross-sectional area of the concrete on top of the steel sheet for unpropped construction and 0,4 % for propped construction. 9.8.1(1) 9.8.1(2)4. Analysis for internal forces and moments4.1 Profiled steel sheeting as shutteringAccording to Eurocode 4, elastic analysis should be used due to the slenderness of the sheeting cross-section. Where sheeting is considered as continuous, flexural stiffness may be determined without consideration of the variation of stiffness due to parts of the cross-section in compression not being fully effective. The second moment of area is then constant and is calculated considering the cross-section as fully effective. This simplification is only allowed for global analysis and hence not for cross-section resistance and deflection checks.4.2 Composite slabsThe following methods of analysis may be used :•Linear analysis without moment redistribution at internal supports if cracking effects are considered ;•Linear analysis with moment redistribution at internal supports (limited to 30 %) without considering concrete cracking effects ;•Rigid-plastic analysis provided that it can be shown that sections where plastic rotations are required have sufficient rotation capacity ;•Elastic-plastic analysis taking into account non-linear material properties.The application of linear methods of analysis is suitable for the serviceability limit states as well as for the ultimate limit states. Plastic methods should only be used at the ultimate limit state. A continuous slab may be designed as a series of simply supported spans. In such a case, nominal reinforcement should be provided over intermediate supports.Where uniformly distributed loads, as is generally the case or line loads perpendicular to the span of the slab, are to be supported by the slab, the effective width is the total width of the slab. Where concentrated point or line loads parallel to the span of the slab are to be supported by the slab, they may be considered to be distributed over an effective width smaller than the width of the slab. Eurocode 4 gives some explanations on the calculation of these effective widths. To ensure the distribution of line or point loads over the width considered to be effective, transverse reinforcement should be placed on or above the sheeting. This transverse reinforcement should be designed in accordance with Eurocode 2 for the transverse bending moments. If the characteristic imposed loads do not exceed 7,5kN for concentrated loads and 5,0kN/m²for distributed loads, a nominal transverse reinforcement may be used without calculation. This nominal transverse reinforcement should have a cross-sectional area of not less than 0,2% of the area of structural concrete above the ribs and should extend over a width of not less than the effective width. Reinforcement provided for other purposes may fulfil all or part of this 9.4.2 (1)9.4.2 (2) 9.4.2 (4)9.4.3requirement.5. Verification of sections5.1 Verification of profiled steel sheeting as shuttering at ultimatelimit state (ULS)The construction load case is one of the most critical. The sheeting, which is a thin steel element, should resist to construction and wet concrete loads (see figure 8). Verification of the profiled steel sheeting is not treated in detail in Eurocode 4. Reference is made to part 1.3 of Eurocode 3 for that verification.For each planar element completely or partially in compression, an effective width should be calculated to account for the effects of local buckling. After calculating the effective widths of all planar elements in compression, the determination of the cross-section properties (effective second moment of area I eff and effective section modulus W eff ) can be obtained. Bending moment resistance of the section is then given by:apeffypRd W f M γ=(1)9.5.1 5.2 Verification of profiled steel sheeting as shuttering atserviceability limit state (SLS)The deflection is determined with the effective second moment of area of the sheeting calculated as explained above (5.1). The deflection of the decking under uniformly distributed loads (p ) acting in the most unfavourable way on the slab (Figure 9) is given by the following:effEI pL k138454=δ (2)where L is the effective span between supports.Figure 9 Most unfavourable loadingk coefficient isk = 1,00 for a simply supported decking;k = 0,41 for a decking with two equal spans (3 supports); k = 0,52 for a decking with three equal spans; k = 0,49 for a decking with four equal spans.5.3 Verification of composite slab at ultimate limit state (ULS)5.3.1 Verification of the sagging bending resistanceType I failure is due to sagging bending resistance. That failure mode is reached if the steel sheeting yields in tension or if concrete attains its resistance in compression. In sagging bending regions, supplementary reinforcement in tension may be taken into account in calculating the composite slab resistance.Material behaviour is generally idealised with rigid plastic "stress-block" diagrams. At the ultimate limit state, the steel stress is the design yield strength ap yp f γ/, the concrete stress is its design strength c ck f γ/85,0 and the reinforcement steel stress is also its design strength s sk f γ/.Anti-cracking reinforcement or tension reinforcement for hogging bending can be present in the depth of the concrete slab. This reinforcement is usually in compression under sagging bending and is generally neglected when evaluating resistance to sagging bending.Two cases have to be considered according to the position of the plastic neutral axis.9.7.2 Case 1 – Plastic neutral axis above the sheetingγ0,85 f ckapcentroidal axis of profiled steel sheetingFigure 10 Stress distribution for sagging bending if the neutralaxis is above the steel sheetThe resistance of concrete in tension is taken as zero. The resulting tension force N p in the steel sheeting is calculated with the characteristics of the effective steel section A pe. This force is equated to the resulting compression force in the concrete N cf corresponding to the force acting on the width b of the cross-section and the depth x pl with a stress equal to the design resistance :apyp pep f A N γ= (3)andcckplcf f b N γ=85,0x(4) Equilibrium gives x pl as:cckap yp pe pl f b f A x γγ=85,0 (5)If d p is the distance from the top of the slab to the centroid of the effective area of the steel sheet(Figure 10), the lever arm z is then:x d z p 5.0-=(6)and the design resistance moment is equal to:z N M p Rd ps =. (7)or)2(.x d f A M p apyp peRd ps -γ= (8)The effective area A p of the steel decking is the net section obtained without considering the galvanising thickness (generally 2 x 0,020 = 0,04 mm) and the width of embossments and indentations.Case 2 – Plastic neutral axis in steel sheetingIf the plastic neutral axis intercepts the steel sheeting, a part of the steel sheeting section is in compression to keep the equilibrium in translation of the section. For simplification, the concrete in the ribs as well as the concrete in tension is neglected.As shown in Figure 11, the stress diagram can be divided in to two diagrams each representing one part of the design resistant moment M psRd :• The first diagram depicts the equilibrium of the force N cf , corresponding to the resistance ofthe concrete slab (depth h c ) balanced by a partial tension force N p in the steel sheeting. The lever arm z depends on the geometrical characteristics of the steel profile. The corresponding moment to that diagram is N cf..z. The calculation of the lever arm z by an approximate method is explained below.• The second diagram corresponds to a pair of equilibrating forces in the steel profile. Thecorresponding moment is M pr , called the reduced plastic moment of the steel sheeting, and must be added to N cf z .9.7.2(6)γ0,85 f ck=+M prp.n.a. : plastic neutral axis c.g. : centre of gravity de gravitéFigure 11 Stress distribution for sagging bending if the neutral axisis inside the steel sheetThe bending resistance is then :prcf Rd ps M z N M +=. (9) Compression force in the concrete is:ccckcf bh f N γ85,0=(10)Some authors have proposed an approximate formula where M pr , reduced (resistant) plasticmoment of the steel sheeting can be deduced from M pa , design plastic resistant moment of the effective cross-section of the sheeting. That formulae calibrated with tests (Figure 12) on 8 steel profile types is the following :。

欧标 EC4 教程11a

Structural Steelwork EurocodesDevelopment ofa Trans-National Approach Course: Eurocode 4Lecture 11a: Introduction to Structural FireEngineeringSummary:Pre-requisites: an appreciation ofNotes for Tutors:Objectives:References:Contents:1 IntroductionAny structure must be designed and constructed so that, in the case of fire, it satisfies thefollowing requirements:∙The load-bearing function of the structure must be maintained during the required time,∙The development and spread of fire and smoke within the building is restricted,∙The spread of the fire to adjacent buildings is restricted,∙People within the building must be able to leave the area safely or to be protected by other means such as refuge areas,∙The safety of fire fighters is assured.EC4 Part 1.22 Temperatures in firesA real fire in a building grows and decays in accordance with the mass and energy balancewithin the compartment in which it occurs (Fig. 1). The energy released depends upon thequantity and type of fuel available, and upon the prevailing ventilation conditions.Ignition SmoulderingKeywords:Heating CoolingTimeControl:Inflammability Temp./smokedevelopment Fire loaddensityVentilationFigure 1 Phases of a natural fire, comparing atmospheretemperatures with the ISO834 standard fire curveIt is possible to consider a real fire as consisting of three phases, which may be defined as growth, full development and decay. The most rapid temperature rise occurs in the period following flashover, which is the point at which all organic materials in the compartment spontaneously combust.Fire resistance times specified in most national building regulations relate to test performance when heated according to an internationally agreed atmosphere time-temperature curve defined in ISO834 (or Eurocode 1 Part 1.2), which does not represent any type of natural building fire. It is characterised by an atmosphere temperature which rises continuously with time, but at a diminishing rate (Fig. 2). This has become the standard design curve which is used in furnace testing of components. The quoted value of fire resistance time does not therefore indicate the actual time for which a component will survive in a building fire, but is a like-against-like comparison indicating the severity of a fire which the component will survive. EC1 Part 1.2 4.2.23001002004005006007008009001000060012001800240030003600Time (sec)Gas Temperature (°C)Figure 2 Atmosphere temperature for ISO834 standard fireWhere the structure for which the fire resistance is being considered is external, and the atmosphere temperatures are therefore likely to be lower at any given time (which means that the temperatures of the building materials will be closer to the corresponding fire temperatures), a similar “External Fire” curve may be used.4.2.3 In cases where storage of hydrocarbon materials makes fires extremely severe a “Hydrocarbon Fire” curve is also given. These three “Nominal” fire curves are shown in Fig. 3. 020040060080010001200060012001800240030003600Time (sec)Gas Temperature (°C)Figure 3 EC1 Part 1.2 nominal fire curves compared with aparametric fireAny of the normal means of establishing fire resistance times (prescriptive rules, tabulated data or calculation models) may be used against these curves. An alternative method to the use of fire resistance times related to nominal fire curves, which may only be used directly with fire resistance calculation models, is to attempt to model a natural fire using a “parametric” fire curve for which equations are provided in EC1 Part 1.2. This enables fairly simple modelling of fire temperatures in the heating and cooling phases of 4.2.4the post-flashover fire (the initial growth phase is not addressed), and the time at which the maximum temperature is attained. It is necessary to have data on the properties (density,specific heat, thermal conductivity) of the materials enclosing a compartment, the fire load (fuel) density and ventilation areas when using these equations. They are limited in application to compartments of up to 100m2 with mainly cellulosic (paper, wood etc ...) fire loads. EC1 Part 1.2 Annex AIt may be advantageous to the designer to use parametric curves in cases where the density of combustible materials is low, where using the nominal fire curves is unnecessarily conservative.In using a parametric curve the concept known as …equivalent time‟ can be used both to compare the severity of the fire in consistent terms and to relate the resistance times of structural elements in a real fire to their resistance in the standard fire. The principle is shown in Fig. 4.Figure 4 Time-equivalent severity of natural firesThis is useful in applying calculation models which are based on the standard fire heating curve, but the important aspect of using parametric fire curves and the calculated structure temperatures which come from these is that they represent an absolute test of structural fire resistance. The comparison is between the maximum temperature reached by the structure and its critical temperature, rather than an assessment of the way it would perform if it were possible to subject it to a standard fire time-temperature curve based on furnace testing.3 Behaviour of beams and columns in furnace tests Furnace testing using the standard time-temperature atmosphere curve is the traditional means of assessing the behaviour of frame elements in fire, but the difficulties of conducting furnace tests of representative full-scale structural members under load are obvious. The size of furnaces limits the size of the members tested, usually to less than 5m, and if a range of load levels is required then a separate specimen is required for each of these. Tests on small members may be unrepresentative of the behaviour of larger members. EC1 Part 1.2 Annex DEN yyy5100200300120024003600Time (sec)Deflection (mm)Span 2/400dIf rate <Span 2/9000dSpan/30Figure 5 Typical beam fire testA further serious problem with the use of furnace tests in relation to the behaviour of similar elements in structural frames is that the only reliable support condition for a member in a furnace test is simply supported, with the member free to expand axially. When a member forms part of a fire compartment surrounded by adjacent structure which is unaffected by the fire its thermal expansion is resisted by restraint from this surrounding structure.This is a problem which is unique to the fire state, because at ambient temperatures structural deflections are so small that axial restraint is very rarely an issue of significance. Axial restraint can in fact work in different ways at different stages of a fire; in the early stages the restrained thermal expansion dominates, and very high compressive stresses are generated. However, in the later stages when the weakening of the material is very high the restraint may begin to support the member by resisting pull-in. Furnace tests which allow axial movement cannot reproduce these restraint conditions at all; in particular, in the later stages a complete collapse would be observed unless a safety cut-off criterion is applied. In fact a beam furnace test is always terminated at a deflection of not more than span/20 for exactly this reason.Only recently has any significant number of fire tests been performed on fire compartments within whole structures. Some years may pass before these full-scale tests are seen to have a real impact on design codes. In fact full-scale testing is so expensive that there will probably never be a large volume of documented results from such tests, and those that exist will have the major function of being used to validate numerical models on which future developments of design rules will be based. At present, Eurocodes 3 and 4 allow for the use of advanced calculation models, but their basic design procedures for use in routine fire engineering design are still in terms of isolated members and fire resistance is considered mainly in terms of a real or simulated furnace test.4 Fire protection methodsIn general for composite steel and concrete structures can be used the same fire protection methods as for steel structures. This may be in alternative forms:Boarding (plasterboard or more specialised systems based on mineral fibre or vermiculite) fixed around the exposed parts of the steel members. This is fairly easy to apply and creates an external profile which is aesthetically acceptable, but is inflexible in use around complex details such as connections. Ceramic fibre blanket may be used as a more flexible insulating barrier in some cases.∙Sprays which build up a coating of prescribed thickness around the members. These tend to use vermiculite or mineral fibre in a cement or gypsum binder. Application on site is fairly rapid, and does not suffer the problems of rigid boarding around complex structural details. It can, however, be extremely messy, and the clean-up costs may be high. Since the finish produced tends to be unacceptable in public areas of buildings these systems tend to be used in areas which are normally hidden from view, such as beams and connections above suspended ceilings. They are sometimes susceptible to cracking and shrinkage.∙Intumescent paints, which provide a decorative finish under normal conditions, but which foam and swell when heated, producing an insulating char layer which is up to 50 times as thick as the original paint film. They are applied by brush, spray or roller, and must achieve a specified thickness which may require several coats of paint and measurement of the film thickness.All of these methods are normally applied as a site operation after the main structural elements are erected. This can introduce a significant delay into the construction process, which increases the cost of construction to the client. The only exception to this is that some systems have recently been developed in which intumescents are applied to steelwork at the fabrication stage, so that much of the site-work is avoided. However, in such systems there is clearly a need for a much higher degree than usual of resistance to impact or abrasion.These methods can provide any required degree of protection against fire heating of steelwork, and can be used as part of a fire engineering approach. However traditionally thicknesses of the protection layers have been based on manufacturers‟ data aimed at the rela tively simplistic criterion of limiting the steel temperature to less than 550°C at the required time of fire resistance in the ISO834 standard fire. Fire protection materials are routinely tested for insulation, integrity and load-carrying capacity in ISO834 furnace test. Material properties for design are determined from the results by semi-empirical means.Open steel sections fully or partially encased in concrete, and hollow steel sections filled with concrete, generally do not need additional fire protection. In fire the concrete acts to some extent as a heat-sink as well as an insulator, which slows the heating process in the steel section. The most recent design codes are explicit about the fact that the structural fire resistance of a member is dependent to a large extent on its loading level in fire, and also that loading in the fire situation has a very high probability of being considerably less than the factored loads for which strength design is performed. This presents designers with another option which may be used alone or in combination with other measures. A reduction in load level by selecting composite steel and concrete members which are stronger individually than are needed for ambient temperature strength, possibly as part of a strategy of standardising sections, can enhance the fire resistance times, particularly for beams. This can allow unprotected or partially protected beams to be used.The effect of loading level reduction is particularly useful when combined with a reduction in exposed perimeter by making use of the heat-sink effects of the supported concrete slab and concrete full or partial encasement. The traditional downstand beam (Fig. 6a)) gains some advantage over complete exposure by having its top flange upper face totally shielded by the slab; beams with concrete encasement (Fig. 6b)) provide high fire resistance (up to 180´), but their big disadvantage are complicated constructions of joints and the need of sheeting. Better solution is to use steel beams with partial concrete encasement (Fig. 6c)). Concrete between flanges reduces the speed of heating of the profile's web and upper flange, contributes to the load bearing resistance, when lower part of the steel beam loses its strength very quickly during the fire. The big advantage is that the partial encasement of the beam can be realised in the shop without the use of sheeting, the beam is concreted in stages in the side way position. The construction of joints is always very simple, typical joint types in common use in steel structures can be adopted also here.The recent innovation of “Slimflor” beams (Fig. 6d)), in which an unusually shallow beam section is used and the slab is supported on the lower flange, either by pre-welding a plate across this flange or by using an asymmetric steel section, leaves only the lower face of the bottom flange exposed.(a) (b) (c) ( d)Figure 6 Inherent fire protection to steel beamsAlternative fire engineering strategies are beyond the scope of this lecture, but there is an active encouragement to designers in the Eurocodes to use agreed and validated advanced calculationmodels to analyse the behaviour of the whole structure or sub-assemblies. The clear implicationof this is that designs which can be shown to gain fire resistance overall by providing alternativeload paths when members in a fire compartment have individually lost all effective loadresistance are perfectly valid under the provisions of these codes. This is a major departurefrom the traditional approach based on the fire resistance in standard tests of each component.The preambles to Parts 1-2 of both Eurocodes 3 and 4 also encourage the use of integrated firestrategies, including the use of combinations of active (sprinklers) and passive protection.However it is acknowledged that allowances for sprinkler systems in fire resistant design are atpresent a matter for national Building Regulations.5 Basic structural fire resistant design of membersDetails of Eurocode structural fire resistance calculations are given in the appropriate articles onEC3 and EC4, together with an example design calculation using the simple calculation models,and so this section concentrates on the principles of these methods rather than their detail.5.1 NotationEurocodes use a very systematic notation in which different symbols are used for general andparticular versions of parameters. For example an “effect of an action” is denoted in generalterms as E in establishing a principle; in particular members this might become the axial force Nor the internal bending moment M. Subscripts denoting different attributes of a parameter maybe grouped, using dots as separators, as in E fi.d.t which denotes the d esign value of the e ffect ofan action in fi re, at the required t ime of resistance. Commonly used notations in the fireengineering parts of Eurocodes 1, 3 and 4 are:EC4 Part 1.21.4E =effect of actionsG =permanent actionQ =variable actionR fi =load-bearing resistancet fi =standard fire resistance time of a membert fi.requ =standard fire resistance time nominal requirementθ = temperatureθcr = critical temperature of a memberγ =partial safety factorψ =load combination factorand the following subscript indices may be used alone or in combination:A = accidental design situationcr =critical valuefi =relevant to fire designd = design valueθ = associated with certain temperature (may be replaced by value) k = characteristic valuet = at certain fire exposure time (may be replaced by value) 1, 2 .. =ranking order for frequency of variable actions5.2 LoadingsEurocode 1 Part 1.2 presents rules for calculating design actions (loadings) in fire, which recognise the low probability of a major fire occurring simultaneously with high load intensities. The normal Eurocode classification of loads is as permanent and variable; in fire the characteristic permanent actions (dead loading) are used unfactored (γGA =1,0) while the principal characteristic variable action (imposed loading) is factored down by a combination factor ψ1.1 whose value is between 0,5 and 0,9 depending on the building usage. The “reduction factor” or “load level for fire design” can be d efined either asd t d fi t fi R E ..,=η (loading in fire as a proportion of ambient-temperature design resistance),which is relevant when global structural analysis is used, ordt d fi t fi E E ..,=η (loading in fire as a proportion of ambient-temperature factored design load),which is the more conservative, and is used in simplified design of individual members, when only the principal variable action is used together with the permanent action. This may be expressed in terms of the characteristic loads and their factors as1.k 1.Q k G 1.k 1.1k GA fi Q G Q G γγψγη++=(1)Typical values of the safety factors specified in Eurocode 1 are:EC4 Part 1.2 Fig. 2.1γGA = 1,0 (Permanent loads: accidental design situations)ψ1.1 = 0,5 (Combination factor: variable loads, office buildings) γG = 1,35 (Permanent loads: strength design) γQ.1= 1,5(Variable loads: strength design)5.3 Basic principles of fire resistant designStructural fire-resistant design of a member is concerned with establishing that it satisfies the requirements of national building regulations over the designated time period when subjected to the appropriate nominal fire curve. This can be expressed in three alternative ways: ∙The fire resistance time should exceed the requirement for the building usage and type when loaded to the design load level and subjected to a nominal fire temperature curve:t t fi d fi requ ,,≥∙The load-bearing resistance of the element should exceed the design loading when it has been heated for the required time in the nominal fire:t d fi t d fi E R ,,,,≥∙The critical temperature of an element loaded to the design level should exceed the design temperature associated with the required exposure to the nominal fire:θθcr d d ,≥EC1 Part 1.2 Section 26 Material properties6.1 Mechanical properties6.1.1 Steel strengthsMost construction materials suffer a progressive loss of strength and stiffness as their temperature increases. For steel the change can be seen in EC3/4 stress-strain curves (Fig. 7) at temperatures as low as 300°C. Although melting does not happen until about 1500°C, only 23% of the ambient-temperature strength remains at 700°C. At 800°C this has reduced to 11% and at 900°C to 6%.Strain (%)30025020015010050Stress (N/mm )2Figure 7Reduction of stress-strain properties with temperaturefor S275 steel (EC4 curves)03006009001200100804020Temperature (°C)Figure 8EC3 Strength reduction for structural steel (SS) andcold-worked reinforcement (Rft) at high temperaturesEC3 Part 1.2 3.2Table 3.1 Fig. 3.1EC4 Part 1.2 3.2.1; Annex AEC3 Part 1.2 Fig. 3.2EC4 Part 1.2These are based on an extensive series of tests, which have been modelled by equations representing an initial linear elastic portion, changing tangentially to a part-ellipse whose gradient is zero at 2% strain. When curves such as these are presented in normalised fashion, with stresses shown as a proportion of ambient-temperature yield strength, the curves at the same temperatures for S235, S275 and S355 steels are extremely close to one another. It is therefore possible to use a single set of strength reduction factors (Fig. 8) for all three grades, at given temperatures and strain levels. In Eurocodes 3 and 4 strengths corresponding to 2% strain are used in the fire engineering design of all types of structural members.Hot-rolled reinforcing bars are treated in Eurocode 4 in similar fashion to structural steels, but cold-worked reinforcing steel, whose standard grade is S500, deteriorates more rapidly at elevated temperatures than do the standard grades. Its strength reduction factors for effective yield and elastic modulus are shown on Fig. 8. It is unlikely that reinforcing bars or mesh will reach very high temperatures in a fire, given the insulation provided by the concrete if normal cover specifications are maintained. The very low ductility of S500 steel (it is only guaranteed at 5%) may be of more significance where high strains of mesh in slabs are caused by the progressive weakening of supporting steel sections.6.1.2 Concrete strengthsConcrete also loses strength properties as its temperature increases (Fig. 9), although a variety of parameters contribute to the relevant characteristics of any given concrete element in the structure.The stress-strain curves at different temperatures for concrete have a significant difference in form from those for steel. The curves all have a maximum compressive strength, rather than an effective yield strength, which occurs at strains which progressively increase with temperature, followed by a descending branch. Tensile strength for all concretes is normally considered to be zero. As is normal in Eurocodes, alternative material constitutive laws may be used provided that they are supported by experimental evidence.σ(θ)cf c(20°C)1,00,90,80,70,60,50,40,30,20,10Strain (%)Normalised stressFigure 9 EC4 stress-strain- temperature curves for normal-weightand lightweight concreteFor normal-weight concretes (density around 2400 kg/m 3) only the lower range of strength values, corresponding to the siliceous type which is shown in Fig. 10, are tabulated in Eurocode 4 Part 1.2. For calcareous-aggregate concrete these are also used, being inherently conservative values. Where more detail is required designers are referred to Eurocode 2 Part 1.2.EC4 Part 1.2 Fig. B.1EC4 Part 1.2 3.2.2 Annex B100020040060080010001200Temperature (ºC)Strain (%)Strength (% of normal)Figure 10 EC4 Strength reduction for normal-weight siliceousconcrete and lightweight concrete at elevated temperaturesLightweight concretes are defined as those within the density range 1600-2000 kg/m 3. Although in practice they may be created using different forms of aggregate, they are treated in EC4 Part 1.2 as if they degrade similarly with temperature. Hence the single set of strength reduction factors (Fig. 10) for lightweight concrete is again necessarily on the conservative side. It is important to notice that concrete, after cooling down to ambient temperature does not regain its initial compressive strength. Its residual strength f c,θ,20ºC depends on the maximumtemperature which was reached during the heating phase (Fig. 11).Residual compressive strength f c.θ.20°C / f c.20°C 00,20,40,60,81,0Maximum temperature reached (°C)Figure 11 Proportional loss of residual compressive strengthf c,θ,20ºC after heating to different maximum temperaturesDuring the cooling phase it is possible to define the corresponding compressive cylinderstrength for a certain temperature θ (θmax > θ > 20ºC) by linear interpolation between f c.θ.max and f c.θ.20ºC in the way illustrated in Fig. 12.Annex C5101520250,0050,0100,0150,0200,0250,0300,035Strain εCompressive stress f θ.c (Mpa)Figure 12 Stress-strain relationships of concrete C20/25 at 400ºCduring the heating and cooling phases, after reaching maximum temperature 700ºCConcrete has a lower thermal conductivity than steel and is therefore a relatively good insulatorto reinforcement or embedded parts of sections. Fire resistance of reinforced concrete members tends to be based on the strength reduction of reinforcement, which is largely controlled by the cover specification. However, concrete is affected by spalling, which is a progressive breaking away of concrete from the fire-exposed surface where temperature variation is high, and this can lead to the exposure of reinforcement as a fire progresses. Its behaviour at elevated temperatures depends largely on the aggregate type used; siliceous (gravel, granite) aggregates tends to cause concrete to spall more readily than calcareous (limestone) aggregates. Lightweight concrete possesses greater insulating properties than normal-weight concrete.6.2 Thermal properties6.2.1 Thermal expansion of steel and concreteIn most simple fire engineering calculations the thermal expansion of materials is neglected, but for steel members which support a concrete slab on the upper flange the differential thermal expansion caused by shielding of the top flange, and the heat-sink function of the concrete slab, cause a “thermal bowing” towards the fire in the lower range of temperatures. When more advanced calculation models are used, it is also necessary to recognise that thermal expansion of the structural elements in the fire compartment is resisted by the cool structure outside this zone, and that this causes behaviour which is considerably different from that experienced by similar members in unrestrained furnace tests. It is therefore necessary at least to appreciate the way in which the thermal expansion coefficients of steel and concrete vary with respect to one another and with temperature. They are shown in Fig. 13; perhaps the most significant aspect to note is that the thermal expansion coefficients of steel and concrete are of comparable magnitudes in the practical range of fire temperatures.EC3 Part 1.2 3.3.1.1EC4 Part 1.2 3.3Temperature (°C)Expansion Coeff /°C (x 10-5)Figure 13 Variation of Eurocode 3/4 thermal expansioncoefficients of steel and concrete with temperatureConcrete is unlikely to reach the 700°C range at which its thermal expansion ceases altogether, whereas exposed steel sections will almost certainly reach the slightly higher temperature range within which a crystal-structure change takes place and the thermal expansion temporarily stops.6.2.2 Other relevant thermal properties of steelTwo additional thermal properties of steel affect its heating rate in fire. Thermal conductivity is the coefficient which dictates the rate at which heat arriving at the steel's surface is conducted through the metal. A simplified version of the change of conductivity with temperature, defined in EC3, is shown in Fig. 14. For use with simple design calculations the constant conservative value of 45W/m°K is allowed.020040060080010001200Thermalconductivity Temperature (°C)Figure 14 Eurocode 3 representations of the variation of thermal conductivity of steel with temperatureEC4 Part 1.2 3.2.2;The specific heat of steel is the amount of heat which is necessary to raise the steel temperature by 1°C. This varies to some extent with temperature across most of the range, as is shown in Fig. 15, but its value undergoes a very dramatic change in the range 700-800°C. The apparent sharp rise to an "infinite" value at about 735°C is actually an indication of the latent heat input needed to allow the crystal-structure phase change to take place. Once again, when simple calculation models are being used a single value of 600J/kg°K is allowed, which is quite accurate for most of the temperature range but does not allow for the endothermic nature of the phase change.020040060080010001200Temperature (°C)Specific Heat 3000Figure 15 Variation of the specific heat of steel with temperature6.2.3 Other relevant thermal properties of concreteThe thermal conductivity c of concrete depends on the thermal conductivity of its individual components and also on moisture content, aggregate type, mixture proportion and cement type. The aggregate type has the most significant influence on the conductivity of dry concrete.However, as the concrete's moisture content increases its thermal conductivity increases. 0123100200300400500600700800900100011001200Temperature (°C)Thermal conductivity l c (W/m.°K)Figure 16 Thermal conductivity of normal-weight (NC) and light-weight concrete (LC) as a function of temperatureEC3 Part 1.2 3.3.1.3EC4 Part 1.2 3.3.1; 3.3.2; 3.3.3EC4 Part 1.2 3.3.2, 3.3.3。

ECER44欧洲标准最新中文版(下)

附录5磨损和轻微滑移测试图1：过程范例1图2：过程范例2图3：微量滑移测试调整测试装置测试装置上的50N的力要竖直向下，不能产生力矩从而引起系带的扭曲。

应以同样的方式对测试装置中的固定件施加50N的力。

附录6载重滑车的说明1.载重滑车1.1.2.尺寸测量显示屏2.1. 尺寸测量显示屏应紧附在载重滑车上，显示屏移动限制线应清晰标示在滑车上，以便符合由摄影机记录决定的向前移动标准。

3.座椅座椅应如以下构成：一个固定的刚性靠背，其尺寸在本附录的附件1中给出，其上下部分均由直径为20mm的铁管构成。

刚性座椅，其尺寸在本附录的附件1中给出。

座位的后部分由刚性铁片构成，上边缘为直径20mm的铁管，座位的前部分也由直径20mm的铁管构成。

为便于锚状托架的进入，开口应设在座椅垫块的后面，见本附录附件1中的规定。

座椅的宽度应为800mm。

座椅和靠背应覆盖有PU泡沫，其特性已在表1中给出，垫块尺寸在本附录的附件1中给出。

PU泡沫应覆盖一层由聚丙烯酸酯纤维制成的遮阳布，其特性见表2。

座椅和靠背的覆盖层7/座椅棉垫由方形泡沫（800x 575x135mm）制成（见本附录中附件1的图1），其形状制成后应类似于本附录中附件1的图2所示的铝板的形状。

为了用螺栓将底面固定在载重滑车上，需要在底面上钻6个孔。

钻孔时应沿着底面的最长边，每边钻3个。

它们的位置取决于载重滑车的结构。

6个螺栓穿过孔固定。

建议先用合适的粘胶剂将螺栓粘在底面上，然后用螺母固定螺栓。

7/本节所用材料的细节可从TNO获得（Schoemakerstraat97,2628VK Delft,The Nertherlands.）。

覆盖材料（1250 x1200mm，见本附录附件1的图3）沿宽度方向剪切后应使材料在覆盖后不会重叠。

覆盖材料的边缘之间应留有大约100mm的间隙，所以材料必须宽1200mm 左右。

覆盖材料在宽度方向标有两条线。

该线从覆盖材料的中心线开始划375mm（见本附录附件1图3）。

欧盟WEEE指令中文版之令狐文艳创作

欧洲议会和理事会2003年1月27日第2002/96/EC号关于报废电子电气设备指令令狐文艳（仅供参考）欧洲议会和欧盟理事会，注意到建立欧洲共同体的条约，特别是其中第175（1）条，注意到欧盟委员会的提案，注意到欧盟经济社会委员会的意见，注意到欧盟地区委员会的意见，按照欧洲共同体条约第251条所制订的程序并根据协调委员会2002年11月8日通过的联合文本，鉴于：（1）共同体环境政策的重点目的是维持、保护和提高环境质量，保护人类健康及合理谨慎地使用自然资源。

这项政策的制定是基于预防原则和其他原则，如应采取预防措施、资源方面的环境破坏应优先补救以及制造污染者应赔偿。

（2）共同体与环境和可持续发展相关的政策和行动计划（第五个环境行动计划）①认为可持续发展的实现要求当前的发展模式、生产模式、消费模式和行为模式有明显变化，并尤其倡导降低自然资源的浪费性消耗和预防污染。

考虑到适用废弃物预防、回收和安全处置原则，项目要求将报废电子电气设备作为需加以规范的目标领域之一。

（3）关于检查共同体废弃物管理战略的1996年7月30日欧盟委员会通讯指出，由于在无法避免废弃物产生的地方，废弃物的材料和能量应可再利用或者恢复。

（4）1997年2月24日，理事会在关于共同体废弃物管理战略②的决定中坚持认为，为了减少废弃物处置量和保护自然资源需要促进废弃物的恢复，特别通过再利用、再循环、合成和从废弃物中获得能源的方式，并承认在任何特殊情况下所选择的措施必须考虑到对环境和经济的影响，但是直到取得科技进步和生物周期分析技术得到进一步发展，再利用和材料回收在作为最佳合乎环境要求的选择时方可被作为优先考虑的措施。

理事会同时也要求委员会尽快制定重点废弃物流计划，包括报废电子电气设备，的适当的后续措施。

（5）欧洲议会在其1996年11月14日的决定③中，要求委员会提供一些关于重点废弃物流，包括电子电气废弃物的提案，并要求这些提案基于生产者责任原则。

欧盟电动车标准EN15194(2009)英文手册

ÖNORMEN 15194Edition: 2009-06-01Cycles ― Electrically power assisted cycles ― EPACBicyclesFahrräder ― Elektromotorisch unterstützte Räder ― EPAC-FahrräderCycles ― Cycles à assistance électrique ― Bicyclettes EPACICS 43.120; 43.150Identical (IDT) with EN 15194:2009-01Supersedes ÖNORM EN 15194:2009-03 responsibleON-Committee ON-K 038Road vehiclesPublisher and printing Austrian Standards Institute/Österreichisches Normungsinstitut (ON) Heinestraße 38, 1020 WienCopyright © Austrian Standards Institute 2009. All rights reserved! No part of this publication may be reproduced or utilized in any form or by any means – electronic, mechanical, photocopying or any other data carries without prior permission! E-Mail: publishing@as-plus.atInternet: www.as-plus.at/nutzungsrechteSale and distribution of national and foreign standards and technical regulations via Austrian Standards plus GmbH Heinestraße 38, 1020 Wien E-Mail: sales@as-plus.at Internet: www.as-plus.at24-Hours-Webshop: www.as-plus.at/shop Tel.: +43 1 213 00-444 Fax.: +43 1 213 00-818A S + S h o p 31.01.2012ÖNORM EN 15194:20092National ForewordDue to some misprints in the German version a new edition has been published. To ensure that the English and German version of ÖNORM EN 15194 have the same date of issue, the English version of ÖNORM EN 15194 will be withdrawn and published again without any modifications and corrections.A S + S h o p 31.01.2012EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORMEN 15194January 2009ICS 43.120; 43.150English VersionCycles - Electrically power assisted cycles - EPAC BicyclesCycles - Cycles à assistance électrique - Bicyclettes EPACFahrräder - Elektromotorisch unterstützte Räder - EPACFahrräderThis European Standard was approved by CEN on 22 November 2008.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN Management Centre or to any CEN member.This European Standard exists in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the CEN Management Centre has the same status as the official versions.CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDARDIZATION C O M I T É E U R O P ÉE N D E N O R M A LI S A T I O N EUR OP ÄIS C HES KOM ITEE FÜR NOR M UNGManagement Centre: Avenue Marnix 17, B-1000 Brussels© 2009 CENAll rights of exploitation in any form and by any means reserved worldwide for CEN national Members.Ref. No. EN 15194:2009: EA S + S h o p 31.01.2012EN 15194:2009 (E)2Contents PageForeword ..............................................................................................................................................................4 Introduction .........................................................................................................................................................5 1 Scope ......................................................................................................................................................6 2 Normative references ............................................................................................................................6 3Terms and definitions (7)4 Requirements .........................................................................................................................................9 4.1 General ....................................................................................................................................................9 4.2 EPAC specific additional requirements ..............................................................................................9 4.2.1 Electric circuit ........................................................................................................................................9 4.2.2 Batteries ..................................................................................................................................................9 4.2.3 Electric cables and connections ....................................................................................................... 10 4.2.4 Power management ............................................................................................................................ 12 4.2.5 Electro Magnetic Compatibility ......................................................................................................... 13 4.2.6 Maximum speed for which the electric motor gives assistance .................................................... 14 4.2.7 Maximum power measurement ......................................................................................................... 15 5 Marking, labelling................................................................................................................................ 15 6Instruction for use (15)Annex A (informative) Example of recommendation for battery charging ................................................. 16 Annex B (informative) Example of relation between speed/torque/current ............................................... 17 Annex C (normative) Electromagnetic compatibility of EPAC and ESA .................................................... 20 C.1 Conditions applying to vehicles and to electrical/electronic sub-assemblies (ESA) .................. 20 C.1.1 Marking ................................................................................................................................................ 20 C.1.2 Requirements ...................................................................................................................................... 20 C.2 Method of measuring broad-band electromagnetic radiation from vehicles ............................... 24 C.2.1 Measuring equipment ......................................................................................................................... 24 C.2.2 Test method ......................................................................................................................................... 24 C.2.3 Measurement ....................................................................................................................................... 24 C.3 Method of measuring narrow band electromagnetic radiation from vehicles ............................. 25 C.3.1 General ................................................................................................................................................. 25 C.3.2 Antenna type, position and orientation ............................................................................................ 25 C.4 Methods of testing vehicle immunity to electromagnetic radiation .............................................. 25 C.4.1 General ................................................................................................................................................. 25 C.4.2 Expression of results ......................................................................................................................... 25 C.4.3 Test conditions ................................................................................................................................... 25 C.4.4 State of the vehicle during the tests ................................................................................................. 25 C.4.5 Type, position and orientation of the field generator ..................................................................... 26 C.4.6 Requisite test and condition .............................................................................................................. 27 C.4.7 Generation of the requisite field strength ........................................................................................ 28 C.4.8 Inspection and monitoring equipment ............................................................................................. 29 C.5 Method of measuring broad-band electromagnetic radiation from separate technical units(ESA) (29)C.5.1 General ................................................................................................................................................. 29 C.5.2 State of the ESA during the test ........................................................................................................ 29 C.5.3 Antenna type, position and orientation ............................................................................................ 29 C.6 Method of measuring narrow-band electromagnetic radiation from separate technicalunits (ESAs) (30)C.6.1 General (30)A S + S h o p 31.01.2012EN 15194:2009 (E)3C.6.2 Test conditions .................................................................................................................................... 30 C.6.3 State of the ESA during the tests ...................................................................................................... 30 C.6.4 Antenna type, position and orientation ............................................................................................. 30 C.7 Methods of testing the ESA immunity to electromagnetic radiation ............................................. 30 C.7.1 General ................................................................................................................................................. 30 C.7.2 Expression of results .......................................................................................................................... 30 C.7.3 Test conditions .................................................................................................................................... 30 C.7.4 State of the ESA during the tests ...................................................................................................... 30 C.7.5 Requisite test and condition .............................................................................................................. 31 C.7.6 Generation of the requisite field strength ......................................................................................... 31 C.7.7 Inspection and monitoring equipment .............................................................................................. 32 C.8 ESD test ................................................................................................................................................ 32 Annex D (informative) Maximum power measurement - Alternative method ............................................. 33 D.1 Generalities .......................................................................................................................................... 33 D.2 Test conditions .................................................................................................................................... 33 D.3 Test procedure ..................................................................................................................................... 33 Bibliography (35)A S + S h o p 31.01.2012EN 15194:2009 (E)4ForewordThis document (EN 15194:2009) has been prepared by Technical Committee CEN/TC 333 “Cycles”, the secretariat of which is held by UNI.This European Standard shall be given the status of a national standard, either by publication of an identical text or by endorsement, at the latest by July 2009, and conflicting national standards shall be withdrawn at the latest by July 2009.Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights. According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and the United Kingdom.A S + S h o p 31.01.2012EN 15194:2009 (E)5IntroductionThis European Standard gives requirements for electric power assisted cycles (EPAC).This European Standard has been developed in response to demand throughout Europe. Its aim is to provide a standard for the assessment of electrically powered cycles of a type which are excluded from type approval by Directive 2002/24/EC.Due to the limitation of the voltage to 48 VDC, there are no special requirements applicable to the EPAC in regard to protection against electrical hazards.EPACs are vehicles which use the same traffic areas as cars, lorries and motorcycles, which is predominantly the street. For this reason the products concerning EMC-testing have the same basic conditions. Chapter 8 of the EC Directive 97/24 contains a very high value concerning the immunity test of electronic components with 30 V/m, nevertheless based on the application area it comes up of the implementation. Manipulation of the electronic system of EPAC by other source of interference in the scope of the public road traffic could signify considerable risks of safety regulations for the user of EPAC. The standards EN 61000-6-1 as well as EN 61000-6-3 are standards for appliances in residential, commercial and light-industrial environments which do not reach the values for the EMC immunity-test necessary in the road traffic area. In these standards the EMC immunity of the electric and electronic systems will be tested only with 3 V/m, which is the tenth part of the requirements in chapter 8 of the EC Directive 97/24. These standards are unsuitable to obtain the urgent and necessary security level.A S + S h o p 31.01.2012。

欧盟食品级EC1935-2004中英文11

REGULATION (EC) No 1935/2004 OF THE EUROPEAN PARLIAMENT AND OF THE COUNCILof 27 October 2004on materials and articles intended to come into contact with food and repealing Directives 80/590/EECand 89/109/EEC2004年10月27日发布关于食品接触类原料和物料的欧盟1935/2004指令，同时撤销原欧洲共同体80/590和89/109指令THE EUROPEAN PARLIAMENT AND THE COUNCIL OF THE EUROPEAN UNION,欧洲议会与理事会Having regard to the Treaty establishing the European Community,and in particular Article 95 thereof,注意到建立欧洲共同体的《条约》，特别是第96条Having regard to the proposal from the Commission,注意到委员会的提案Having regard to the opinion of the European Economic andSocial Committee (1),注意到欧洲经济和社会委员会的意见（1）Acting in accordance with the procedure laid down in Article 251of the Treaty (2),按照《条约》第251条规定的程序（2）Whereas:鉴于(1) Council Directive 89/109/EEC of 21 December 1988 on the approximation of the laws of the Member States relating to materials and articles intended to come into contact with foodstuffs (3) established general principles for eliminating the differences between the laws of the Member States as regards those materials and articles and provided for the adoption of implementing directives concerning specific groups of materials and articles (specific directives). This approach was successful and should be continued.理事会1988年12月21日的指令89 /109 /EEC关于统一各成员国材料和制品用于接触食品的法律，为消除各成员国关于这些原料和物料制定的差异，以及为特定材料和物品（具体指令）提供通过执行的指令而建立的一般原则。

CME4 units用户指南 - Iramex说明书

TABLE OF CONTENTS Introduction (2)How it works......................................................................................3-4 Instrument F eatures......................................................................5-7 Working With your CME4. (8)• Drying time for concrete floors and screeds (8)• Pre-test conditioning and preparation (9)Operating Instructions...........................................................10-13 Limitations. (14)Calibration (14)Warranty (15)Warranty Claims (16)Product Development (16)Safety (17)INTRODUCTIONThank you for selecting the CME4 Concrete Encounter from Tramex. The Concrete Encounter utilises “state of the art” electronic technology to provide the flooring industry with an accurate and simple to use non-invasive handheld instrumentfor nondestructive testing (NDT) of Moisture Content (MC) in concrete and compartive moisture readings in gypsum and other floor screeds. It has been designed for the Flooring, Water Damage Restoration, Inspection/Surveying and Indoor Air Quality industries. To get the maximum benefit from the Tramex CME4, it is suggested that you read this manual to familiarize yourself with the instrument and its capabilities, before undertaking any flooring tests.Why should a test be done?New floor slabs and screeds that are insufficiently dry before flooring is posed, and high moisture content in existing floor substrates can cause a host of costly flooring system failures. Testing allows for confidence in a job well done that meets manufacturer’s recommendations, official standards and customer satisfaction.When should a test be done ?New floor slabs and screeds should be tested regularly during the drying period, to help evaluate and control the drying process, and ensure that the substrate has reached sufficient dryness before the floor covering is installed. For the purpose of restoration, testing can be done on existing screeds to evaluate the extent and source of water damage, as well as controlling the drying processHOW IT WORKSThe CME4 detects and evaluates the moisture conditions within the cementitious slab or screed by non-destructively measuring the electrical impedance, which varies in proportion to the moisture content in the material under test. The electrical impedance is measured by creating a low frequency alternating electric field between the parallel co-planner electrodes as illustrated in the diagram below.Concrete Encounter CME4Transmit Electrode Receive Electrode Spring loaded pinsCopper ElectrodeThis field penetrates the material under test. A very small alternating current flows through the field. The CME4 detects this current, determines its amplitude and converts it to a moisture content value. By simply pressing the CME4 down on the surface in strategically chosen locations, instant readings can be taken over a large area.Material sampleAlternating Electric Field Pins fully compressedInstrument pressed on to material surface to measure/detect moistureINSTRUMENT FEATURESThe instrument face with brief notes on the push button controls and LED indicators is shown below.84mm1 = Moving coil meter.2 = Hold – flashing LED.3 = Power ON LED.4 = Power ON/OFF button.5 = Hold button.135454m mINSTRUMENT FEATURESY our Concrete Encounter CME 4 employs advanced analog and digital technology to enable the incorpora-tion of many new features which greatly extend the capability of the instrument.• Two simple push button controls, ON/OFF and HOLD.• Concrete moisture readings, 0% to 6%, are dis-played on a clear easy to read moving coil meterwith linear scale.• Comparative or qualitative readings for gypsum and other floor screeds are shown on a 0 to 10scale.• A reference scale of 0 to 100 .• To conserve battery life, the instrument automat-ically powers OFF after 10 minutes of inactivity.• Power remains on if a change in meter reading is detected or any button is pressed.• Two LED (light emitting diode) indicators.ƕThe lower LED illuminates when the ON/OFF button is pressed and remains on until the CME 4 automatically powers off.ƕThe upper LED flashes when HOLD is selected.ƕIf the battery is nearing the end of its useful life, both LEDs flash sequentially for 3 secondsat each power ON to indicate that the batteryshould be replaced.• HOLD button freezes needle on moving coil meter, to facilitate ease of recording readings.• If HOLD was selected prior to the CME4 auto-matically powering off, the frozen meter readingis digitally memorized and restored next time ON/OFF is selected.WORKING WITH THE CME4Drying time for concrete floors and screeds Concrete floors and screeds must be allowed to dryto an adequate level before the installation of floor coverings or application of coatings. Manufacturers of such systems generally require moisture testing to be performed before installation or use on a floor slab.Excessive moisture in a floor slab after the installation of a floor covering or coating can cause failures such as condensation, blistering, delaminating, movement and general deterioration of the finished flooring/coating. There is also a risk of promoting microbial growth.No exact period can be specified for the drying of such floors as this is affected by temperature and humidity within the building as well as concrete curing times and other factors. Typically a period of at least 3 to 4 weeks per 25mm (1inch) depth of concrete or sand/cement screed needs to be allowed. Longer periods may be required in areas of high humidity or low temperature. During the drying period and prior to applying the floor covering, the floor should be regularly checked to moni-tor moisture content with the CME4.Pre-test conditioning and preparationFor best and most accurate results, to allow for an accurate reflection of the amount of moisture present and moisture movement in the slab during normal operating conditions:• Artificial heating or drying equipment should be turned off at least 96 hours before final readingsare taken.• Internal conditions of the building should have been at normal service temperature and humidityfor at least 48 hours.Prior to testing, the surface should be prepared:• The test area should be clean and free of any foreign substances.• All covering materials, adhesive residue, cur-ing compound, sealers, paints, etc., should beremoved to expose a test area of clean bareconcrete, strictly observing all the appropriatesafety and health practices.• Removal of covering materials and cleaning if required should take place a minimum of 48 hours prior to testing.• Use of water based cleaning methods that could lead to elevated surface and/or sub-surface mois-ture levels in the floor slab are not recommended.Operating Instructions1. Power on by pressing ON/OFF button. The lowerLED will light up and remain on.NOTEIf the battery voltage is getting low, the two LEDs will flash sequentially for a short period. The instru-ment will continue to operate for some time but itis recommended that the PP3 (9 volt) battery be replaced as soon as convenient.2. Press the CME4 directly onto the surface of thematerial being tested, having removed any dustor foreign matter from both the CME4 electrodesand the floor slab. Ensure that all of the electrodespring-loaded pins are fully compressed.3. Reading the CME4 analog dial:• For concrete, read the moisture content from the top, 0% to 6%, scale of the meter dial. Readingson a concrete floor slab obtained on this scale in-dicate moisture content measurement and shouldnot be confused with lbs emission or any other unit of measurement obtained by other moisture test-ing methods or meters.• It should also be noted that there seems to be no linear correlation between moisture contentmeasurements and lbs emission measurementsas obtained using calcium chloride testingmethods.• For gypsum and other floor screeds, comparative or qualitative readings should be taken from themiddle, 0 to 10, scale of the meter dial.• Alternatively, the lower, 0 to 100, reference scale can be used for comparative readings. This scaleis not to be interpreted as a measurement of per-centage moisture content, or relative humidity. Itis not a relative humidity reading and it does nothave any linear correlation with Relative Humid-ity measurements. This scale should be regardedas a comparative or qualitative scale only. Thisscale is included to facilitate comparative testingof different areas where direct contact with thebare concrete surfaces may not be possible dueto some form of thin coating or covering on theconcrete, or additive in the concrete that couldinfluence the readings. Readings from the refer-ence or relative scale are comparative only and of help in identifying areas with moisture problems.4. The HOLD function is especially useful whentaking readings in areas where it is difficult to seethe analog dial while it is being pressed onto thesurface.• Press the HOLD button once for easy and accurate readings. The needle freezes on the analog dial.The upper LED light flashes slowly indicatingHOLD is on.• If the CME4 is powered off while on HOLD, the frozen reading is digitally memorized and restoredwhen powered on again.• Press the Hold button again to remove the frozen reading in order to take further readings.5. Recommendations.• Take a number of tests (3-4) in close proximity to each other, as the distribution of moisture tends to become erratic as concrete dries out. Use only thehighest reading.• Avoid testing in locations subject to direct sunlight or sources of heat.• Include tests in potentially damp areas such as the center of the slab and within 3 feet (1 meter) ofthe walls.• Always refer to the adhesive and/or floor covering manufacturer’s recommendations for the accept-able moisture content levels of concrete or floorscreeds.NOTEThe CME4 is calibrated to give percentage moisture content readings on a clean, bare dust free concrete floor slab, therefore readings taken on concrete slabs through paint, coating, adhesives or other ma-terials on the surface of the slab should be regarded as qualitative or comparative and not quantitative.6. Power down by pressing ON/OFF. The lowerLED light will go off.NOTETo conserve battery life, the CME4 automatically powers OFF after 10 minutes of inactivity, with an audio alert sounding 10 seconds before powering OFF.LIMITATIONSThe CME4 will not detect or measure moisture through any electrically conductive materials including metal sheeting or cladding, many types of black EPDM rub-ber or wet surfaces. The CME4 is not suited for taking comparative readings in the concrete substrate through thick floor coverings such as wood. The Tramex Moisture Encounter Plus ( MEP ) or MRH III are more suitable for this purpose. Moisture readings taken with the CME4 indicate the conditions at the time of testing.CALIBRATIONFor regular on-site assessment of your CME4 in moisture measurement mode, a calibration-check plate is available from the suppliers of your CME4. Should it be found that readings are outside the set tolerances, it is recom-mended that the CME4 be returned for re-calibration. Calibration adjustments should not be carried out by anyone other than Tramex or their authorized service provider who will issue a calibration certificate on completion. Requirements for quality management and validation procedures, such as ISO 9001, have increased the need for regulation and verification of measuring and test instruments.It is therefore recommended that calibration of the CME4 should be checked and certified in accordance with the standards and/or protocols laid down by your industry (usually on an annual basis) by an authorized test provider. The name of your nearest test provider and estimate of cost is available on request.WARRANTYTramex warrants that this instrument will be free from defects and faulty workmanship for a period of one year from date of first purchase. If a fault develops during the warranty period, Tramex will, at its absolute discretion, either repair the defective product without charge for the parts and labor, or will provide a replacement in exchange for the defective product returned to Tramex Ltd. This warranty shall not apply to any defect, failure or damage caused by improper use or improper or inad-equate maintenance and care.In no event shall Tramex, its agents or distributors be liable to the customer or any other person, company or organisation for any special, indirect, or consequential loss or damage of any type whatsoever (including, with-out limitation, loss of business, revenue, profits, data, savings or goodwill), whether occasioned by the act, breach, omission, default, or negligence of Tramex Ltd., whether or not foreseeable, arising howsoever outof or in connection with the sale of this product including arising out of breach of contract, tort, mis-representation or arising from statute or indemnity. Without prejudice to the above, all other warranties, representations and conditions whether made orally or implied by circumstances, custom, contract, equity, statute or common law are hereby excluded, including all terms implied by Section 13, 14 and 15 of the Sale of Goods Act 1893.WARRANTY CLAIMSA defective product should be returned shipping pre paid, with full description of defect to your supplier or to Tramex at address shown on the back of this guide.PRODUCT DEVELOPMENTIt is the policy of Tramex to continually improve and update all its products. We therefore reserve the right to alter the specification or design of this instrument without prior notice.SAFETYThis Users Guide does not purport to address the safety concerns, if any, associated with this instrument or its use. It is the responsibility of the user of this instrument to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.。

09款HOWO国3车培训教材

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培训教材
HOWO国Ⅲ09款电气系统特点介绍
发动机采用日本电装电控共轨燃油系统，主要通过各种传感器和开关检测出发动机的实际状态，通过计算和处理对喷油量、喷油时间、喷油压力等进行最佳控制，实现动力和排放的最佳效果；德国大陆公司下属VDO公司的大液晶显示屏CAN 总线仪表（CMIC），整个仪表无任何信号输信号入，只由控制模块（CBCU）通过CAN进行控制，大大降低了故障率，提高了整车的智能化程度；

上菲红欧四欧五发动机排放培训资料

关键零部件功能介绍
高压共轨燃油喷射系统
精确控制燃油喷射量和喷射时间，提高燃油雾化质量和混合气形成效果。
废气再循环系统（EGR）
将部分废气引入进气歧管与新鲜空气混合，降低燃烧温度，减少NOx生成。
颗粒物捕集器（DPF）
捕捉排气中的颗粒物，防止其排入大气中，有效减少PM排放。
催化转化器
通过氧化还原反应将排气中的有害气体转化为无害气体，降低排放污染。
上菲红欧四欧五发动机排放培训资料
contents
目录
• 目录 • 发动机排放法规概述 • 上菲红欧四欧五发动机技术解析 • 排放控制系统组成与原理 • 诊断与维修保养知识培训 • 实际操作演练与考核评估 • 总结与展望未来发展趋势
01 目录
上菲红欧四欧五发动机概述
发动机型号与规格欧四欧五排放标准简介
04 排放控制系统组成与原理
燃油系统优化措施
高压共轨燃油喷射系统
01
采用先进的电控高压共轨技术，实现燃油的精确喷射，提高燃
烧效率，降低排放。
燃油品质提升
02
使用低硫、低芳烃的燃油，减少燃烧过程中产生的有害物质。
燃油喷射策略优化
03
根据发动机工况和排放要求，调整燃油喷射时间、喷射量和喷
射压力等参数，实现最优燃烧。
国内外法规对比及趋势
国内外法规对比
与欧美等发达国家相比，我国的汽车排放标准起步较晚，但近年来我国不断加快标准制定和实施步伐，逐步缩小与发达国家的差距。
法规趋势
未来，随着环保意识的提高和技术的进步，汽车排放标准将越来越严格，对汽车制造商和消费者提出更高的要求。同时，新能源汽车的发展也将成为未来汽车产业的发展趋势之一。

EH4使用说明书

美国劳雷工业有限公司
目录
..................... 2 0.0 简介.............................................................................................................. .................... .................... ....................2 1.0 系统配件 .................................................................................................................... . ......................... 3 标准接收机配件................................................................................................................ ...................... 3 可选接收机组件 ................................................................................................................. . ...................3 2 发射机组件（400 统）安系统） …….......................................................................... …. ……………………………….3. .2 发射机组件（5000安系统）……

欧米加四通道手持数据记录温度计说明书

DISCONTINUEDDISCONTINUEDFour-Channel, Handheld Data Logger ThermometerWith USB InterfaceL-22U 4 Backlit Displays U R esolution 0.1°C/0.1°F, 1°C/1°F U F unctions: °C/°F/K, Max, Min, Avg, Hold, Rel,Limit, Hi/Lo, Type, Count, Time, Clock, Channel, T1-T2, T3-T4, Backlight, RS232, Rec, Call U N IST-Traceable Certificate of Calibration (No Points)U A uto Power-Off,Low Battery Indication U U SB Interface with Windows Software (Optional RS232 Cable Available)U 10,000 Record Data Logger U C ALL-Fit to Quick- Read Memory Data (50 Pages/Second)U P erpetual Calendar Function U C E-Mark Approval(Conforms to ITS-90)U B attery Life: 550 hr The OMEGA ®HH147U is a rugged, easy-to-use thermometer with4 standard miniature connector inputs. It accepts 7 different thermocouple types and displays all 4 inputs at the same time. It also provides differential temperature measurement readings of T3-T4, as well as individual readings of the 4 inputs. Other features are a low battery indicator, perpetual calendar, and auto power-off.SpecificationsThermocouple Range: Type K: -100 to 1300°C (-148 to 2372°F)Type J: -100 to 1000°C (-148 to 1832°F)Type E: -50 to 800°C (-58 to 1472°F)HH147UType T: -100 to 400°C (-148 to 752°F)Type R/S: 0 to 1700°C (32 to 3092°F)Type N: -100 to 1300°C(-148 to 2372°F)Accuracy (18 to 28°C Ambient):Type K/J/E/T:±(0.1% rdg + 0.7°C) -100 to 1300°C±(0.1% rdg + 1.4°F) -148 to 2372°F Type R/S: ±(0.1% rdg + 2°C) 0 to 1700°C±(0.1% rdg + 4°F) 32 to 3092°FType N:±(0.1% rdg + 1.5°C) -100 to 1300°C ±(0.1% rdg + 3°F) -148 to 2372°FOperating Temperature and Humidity: 0 to 50°C (32 to 122°F), 0 to 80% RH Storage Temperature and Humidity: -20 to 60°C (-4 to 140°F), 0 to 80% RH4 “AAA” batteries, software, USB cable and NIST certificate (no points), and operator’s manual.Ordering Examples: HH147U, data logger thermometer and SPHT-K-6, Type K generalpurpose surface probe. OCW-3, OMEGACARE SM extends standard 1-year warranty to a total of 4 years.These models include a free 1 m (40") Type Free Thermocouple Power Requirement:4 “AAA” batteries (included)Input Protection at Thermocouple Input: 4 Vac/Vdc maximumDimensions (Without Holster): 164 H x 76 W x 32 mm D (6.4 x 3 x 1.25")Weight: Approx 270 g (9.5 oz)No PointsO p t i o n al R S 232OMEGACARE SM extendedwarranty program is available for models shown on this page. Ask your sales representative for fulldetails when placing an order.OMEGACARE SM covers parts,labor and equivalent loaners.HH147U shown with SPHT-K-6, 6"Type K surface probe.。

ECER44欧洲标准中文版

5. 审批........................................................................................................................................................... 7
腐蚀测试...................................................................................................................................................... 41
9．类型批准和生产资格认证的试验报告................................................................................................32
10. 对儿童约束系统批准的修改和扩展...................................................................................................32
7. 特别说明................................................................................................................................................. 15
批准标签的安放位置.................................................................................................................................. 39

Belimo EV200+AKRX-E N4 能源计量热水控制阀说明书

Energy metering pressure independentcontrol valve that optimizes, documents and proves water coil performance in chilled and hot water systems.• Nominal voltage AC/DC 24 V• Control Modulating, Communicative, Hybrid, Cloud• Measures Energy • Controls Power • Manages Delta TComponentsStructureThe Belimo Energy Valve consists of a characterized control valve, an actuator and a thermal energy meter with a logic and a sensor module.The logic module provides the power supply, the communication interface and the NFC connection of the energy meter. All relevant data are measured and recorded in the sensor module.This modular design of the energy meter means that the logic module can remain in the systemif the sensor module is replaced.External temperature sensor T1Integrated temperature sensor T2Logic module 1Sensor module 2Characterized control valve with actuator 3Technical dataElectrical dataNominal voltageAC/DC 24 V Nominal voltage frequency50/60 HzRemark about nominal voltage range AC 19.2...28.8 V / DC 21.6...28.8 V Power consumption in operation 14 W Transformer sizing 23 VA Connection EthernetRJ45 socketElectrical data Power over Ethernet PoE DC 37...57 V11 W (PD13W)Conductors, cables AC/DC 24 V, cable length <100 m, no shieldingor twisting requiredShielded cables are recommended for supplyvia PoEData bus communication Communicative control BACnet/IP, BACnet MS/TPModbus TCP, Modbus RTUMP-BusCloudFunctional data Valve size [mm]2" [50]Operating range Y 2...10 VOperating range Y note 4...20 mA w/ ZG-R01 (500 Ω, 1/4 W resistor)Input impedance100 kΩ (0.1 mA), 500 ΩOperating modes optional VDC variablePosition feedback U 2...10 VPosition feedback U variable VDC variableRunning Time (Motor)90 sRunning time fail-safe<35 sSound power level Motor45 dB(A)Noise level, fail-safe61 dB(A)Control accuracy±5%Min. controllable flow1% of V'nomFluid chilled or hot water, up to 60% glycol max(open loop/steam not allowed)Fluid Temp Range (water)14...250°F [-10...120°C]Close-off pressure ∆ps200 psiDifferential Pressure Range 5...50 psi or 1...50 psi see flow reductions chartin tech docFlow characteristic equal percentage or linearBody Pressure Rating360 psiGPM66Pipe connection Internal threadNPT (female)Servicing maintenance-freeManual override external push buttonMeasuring data Measured values FlowTemperatureTemperature sensor Pt1000 - EN 60751, 2-wire technology,inseparably connectedCable length external sensor T1: 3 m Temperature measurement Measuring accuracy absolute temperature± 0.35°C @ 10°C (Pt1000 EN60751 Class B)± 0.6°C @ 60°C (Pt1000 EN60751 Class B)Measuring accuracy temperature difference±0.22 K @ ΔT = 10 K±0.32 K @ ΔT = 20 KResolution0.05°CRemote Temperature Sensor Length Standard: 9.8 ft. [3m]Flow measurement Measuring accuracy flow±2%*Measurement repeatability±0.5% (Flow)Flow measurementSensor technologyUltrasonic with glycol and temperature compensation Safety data Power source ULClass 2 Supply Degree of protection IEC/EN IP66Degree of protection NEMA/UL NEMA 4Enclosure UL Enclosure Type 4Agency ListingcULus acc. to UL60730-1A/-2-14, CAN/CSA E60730-1:02CE acc. to 2014/30/EU and 2014/35/EU Quality Standard ISO 9001UL 2043 CompliantSuitable for use in air plenums per Section 300.22(C) of the NEC and Section 602 of the IMCAmbient humidity Max. 95% RH, non-condensing Ambient temperature -22...122°F [-30...50°C]Storage temperature-40...176°F [-40...80°C]MaterialsValve bodyNickel-plated brass body Flow measuring pipe brass body nickel-plated Stem stainless steel Stem seal EPDM (lubricated)SeatPTFE Characterized disc TEFZEL®O-ring EPDM Ballstainless steel••••Safety notesThis device has been designed for use in stationary heating, ventilation and air-conditioning systems and must not be used outside the specified field of application, especially in aircraft or in any other airborne means of transport.Outdoor application: only possible in case that no (sea) water, snow, ice, insolation or aggressive gases interfere directly with the actuator and that is ensured that the ambient conditions remain at any time within the thresholds according to the data sheet.Only authorized specialists may carry out installation. All applicable legal or institutional installation regulations must be complied with during installation.The device contains electrical and electronic components and must not be disposed of as household refuse. All locally valid regulations and requirements must be observed.Application OperationProduct featuresWater-side control of heating and cooling systems for AHUs and water coils.The Energy Valve is an energy metering pressure independent control valve that measures, documents and optimises water coil performance.Operating modeFlow measurement PoE (Power over Ethernet)The HVAC performance device is comprised of four components: characterized control valve(CCV), measuring pipe with flow sensor, temperature sensors and the actuator itself. The adjusted maximum flow (V'max) is assigned to the maximum control signal DDC (typically 10 V /100%). Alternatively, the control signal DDC can be assigned to the valve opening angle or to thepower required on the heat exchanger (see power control). The HVAC performance device can be controlled via communicative or analog signals. The fluid is detected by the sensor in the measuring pipe and is applied as the flow value. The measured value is balanced with the setpoint. The actuator corrects the deviation by changing the valve position. The angle of rotation α varies according to the differential pressure through the control element (see flow curves).*All flow tolerances are at 68°F [20°C] & water.If necessary, the thermal energy meter can be supplied with power via the Ethernet cable. Thisfunction can be enabled via the Belimo Assistant App.DC 24 V (max. 8 W) is available at wires 1 and 2 for power supply of external devices (e.g.actuator or active sensor).Caution: PoE may only be enabled if an external device is connected to wires 1 and 2 or if wires1 and2 are insulated!AccessoriesReplacement sensor modules Description TypeT-piece with thermowell DN 1/2" [15]A-22PE-A09T-piece with thermowell DN 3/4" [20]A-22PE-A10T-piece with thermowell DN 1" [25]A-22PE-A11T-piece with thermowell DN 1 1/4" [32]A-22PE-A12T-piece with thermowell DN 1 1/2" [40]A-22PE-A13T-piece with thermowell DN 2" [50]A-22PE-A14Wire colors:1 = black2 = red3 = white5 = orange6 = pink7 = grey Functions:1 = Com2 = AC/DC 24 V3 = Sensor (optional) 5 = 0...10 V, MP-Bus C1 = D- = A (wire 6) C2 = D+ = B (wire 7)Electrical installationSupply from isolating transformer.Parallel connection of other actuators possible. Observe the performance data.The wiring of the line for BACnet MS/TP / Modbus RTU is to be carried out in accordance withapplicable RS485 regulations.Modbus / BACnet: Supply and communication are not galvanically isolated. Connect earth signalof the devices with one another.Sensor connection: An additional sensor can optionally be connected to the thermal energymeter. This can be a passive resistance sensor Pt1000, Ni1000, NTC10k (10k2), an active sensorwith output DC 0...10 V or a switching contact. Thus the analogue signal of the sensor can beeasily digitised with the thermal energy meter and transferred to the corresponding bussystem.Analog output: An analog output is available on the thermal energy meter. This can be selectedas DC 0...10 V, DC 0.5...10 V or DC 2...10 V. For example, the flow rate or the temperature of thetemperature sensor T1 / T2 can be output as an analog value.BACnet IP / Modbus TCPAnalog Control BACnet IP / Modbus TCPPoE with BACnet IP / Modbus TCPCable colors:1 = black, GND 2 = red, AC/DC 24 V3 = white, Sensor optional5 = orange, DC 0...10 V, MP-Bus6 = pink, C1 = D- = A7 = grey, C2 = D+ = BBACnet MS/TP / Modbus RTUC₁ = D- = A C₂ = D+ = BConnection with passive sensorConnection with switching contactConnection with active sensorElectrical installationFunctionsFunctions with specific parameters (parametrisation necessary)MP-Bus, supply via 3-wire connectionMP-Bus via 2-wire connection, local power supplyA) additional MP-Bus nodes(max. 8)A) additional MP-Bus nodes (max. 8)M-Bus with converterM-Bus with converter in parallel mode with BACnet IP / Modbus TCPM-Bus with converter in parallel mode with PoE with BACnet IP /Modbus TCPMP-Bus via 2-wire connection,local power supplyFunctions with specific parameters (parametrisation necessary)Override control and limiting with DC 24 V with relay contacts (with conventional control or hybrid mode)1) Position control 2) Flow control 3) Power controlFunctionsPermissible installation orientationInstallation location in return Water quality requirementsServicing Flow direction Cleaning of pipes Prevention of stressesInstallation notesThe ball valve can be installed upright to horizontal. The ball valve may not be installed in ahanging position, i.e. with the stem pointing downwards.Installation in the return is recommended.The water quality requirements specified in VDI 2035 must be adhered to.Belimo valves are regulating devices. For the valves to function correctly in the long term, they must be kept free from particle debris (e.g. welding beads during installation work). The installation of a suitable strainer is recommended.Ball valves, rotary actuators and sensors are maintenance-free.Before any service work on the control element is carried out, it is essential to isolate the rotary actuator from the power supply (by unplugging the electrical cable if necessary). Any pumps in the part of the piping system concerned must also be switched off and the appropriate slide valves closed (allow all components to cool down first if necessary and always reduce the system pressure to ambient pressure level).The system must not be returned to service until the ball valve and the rotary actuator have been correctly reassembled in accordance with the instructions and the pipeline has been refilled by professionally trained personnel.The direction of flow, specified by an arrow on the housing, is to be complied with, since otherwise the flow rate will be measured incorrectly.Before installing the thermal energy meter, the circuit must be thoroughly rinsed to remove impurities.The energy meter must not be subjected to excessive stress caused by pipes or fittings.Inlet sectionIn order to achieve the specified measuring accuracy, a flow-calming section or inflow section in the direction of the flow is to be provided upstream from the flow sensor. Its dimensions shouldbe at least 5x DN.Installation notesDimensionsDimensional drawingsTypeWeight EV200+AKRX-E N417 lb [7.6 kg]ABCD E F 26.6" [675]13.9" [353]12.0" [305]10.2" [260]3.4" [86]3.4" [86]。

E4 XLS+电子管道器基本高级用户手册说明书

GLPSimple, Versatile and SecureE l e c t r o n i c P i p e t t e sE4 XLS + Electronic PipetteA New StandardThe Rainin E4™ XLS +™ is loaded with features, func-tionality and a revolutionary approach to navigation that redefines simplicity and control in pipetting. The contoured body, even balance and Rainin’s legendary precision and accuracy combine to an extraordinary pipetting experience.E4 XLS+ Electronic Pipette Extraordinary Performance and Comfort Technical DataE4 XLS+ in Multi-Dispense Mode Rainin, LTS, XLS, XLS+, E4, True Manual and Pipetting 360° are trademarks of Rainin Instrument, LLC. LabX and Direct Pipette-Scan are trademarks of METTLER TOLEDO.• Standard modes include Basic pipetting, Multi-Dispense and Mix• Advanced modes include sequential volume programming for complex protocols, titration, dilution and reverse mode pipetting• Independently control aspirate, dispense and mix speeds for challenging liquids • Optional blowout and automatic dispense settings for precision pipetting protocols • Password protect access to pipette settings for GLP security• Save your favorite protocols• Simple or complex: configure the E4 for any task• FPLC in a tip: on board PureSpeed™ sample preparation protocol• Multilingual display and on-screen help• Easily accessible service records and alarms• RFID enabled for advanced asset management• Rapid Charge Stand charges three pipettes simultaneously in one hour• LTS-equipped models feature Rainin’s patented cylindrical shaft and tip design – up to 80% lower ejection force than traditional systemsSpecificationsVolume Increment Accuracy PrecisionModel(µL)(µL)%µL (±)%µL (≤)E4-10 XLS+, SE4-10XLS+1,05,010,00,012,51,51,00,0250,0750,11,20,60,40,0120,030,04E4-20XLS+, SE4-20 XLS+210200,027,51,51,00,150,150,22,00,50,30,040,050,06E4-100XLS+, SE4-100XLS+10501000,13,50,80,80,350,40,81,00,240,150,10,120,15E4-200XLS+, SE4-200XLS+201002000,22,50,80,80,50,81,61,00,250,150,20,250,3E4-300XLS+, SE4-300XLS+301503000,22,50,80,80,751,22,41,00,250,150,30,3750,45E4-1000XLS+, SE4-1000XLS+100500100013,00,80,83,04,08,00,60,20,150,61,01,5E4-2000XLS+, SE4-2000XLS+2001000200023,00,80,86,08,016,00,60,20,121,22,02,4*E4-5000XLS, *SE4-5000XLS5002500500052,40,60,612,015,030,00,60,20,163,05,08,0*E4-10MLXLS, *SE4-10MLXLS1 mL5 mL10 mL105,01,00,650,050,060,00,60,20,166,010,016,0*E4-20MLXLS 2 mL10 mL20 mL 205,01,00,6100,0100,0120,00,60,20,1612,020,032,0Ordering InformationCat. No.LTSMT-Order No.LTSCat. No.TraditionalMT-Order No.TraditionalVolume RangeE4-10XLS+17014484SE4-10XLS+170144910,5–10 µLE4-20XLS+17014487SE4-20XLS+170144942–20 µLE4-100XLS+17014483SE4-100XLS+1701449010–100 µLE4-200XLS+17014486SE4-200XLS+1701449320–200 µLE4-300XLS+17014488SE4-300XLS+1701449520–300 µLE4-1000XLS+17014482SE4-1000XLS+17014489100–1000 µLE4-2000XLS+17014485SE4-2000XLS+17014492200–2000 µLE4-5000XLS17012312SE4-5000XLS17012353500–5000 µLE4-10MLXLS17012313SE4-10MLXLS170123541000 µL–10 mLE4-20MLXLS17012314N/A N/A2000 µL–20 mLCat. No.MT-Order No.DescriptionE4-RCS17012332Rapid Charge StandRFID-KIT17011966RFID Kit including Rainin RFID Reader andLabX Direct Pipette-Scan SoftwareRFID-RDR17011964Rainin RFID ReaderLABX-PIPET17011965LabX Direct Pipette-Scan SoftwareAccessoriesNote: Li-Ion battery and Wall Power Supply included.* The 5000 µL, 10 mL and 20 mL models do not appear the same as the photos.*****For more information/raininQuality certificate ISO9001 Environment certificate ISO14001 Subject to technical changesE l e c t r o n i c M u l t i c h a n n e l s+ Electronic MultichannelsE4 XLS + Electronic Multichannel Pipette Precise, High-throughput Pipetting• LTS ™ for consistent sample loading across all channels and up to 80% lower tip ejection forcesFor more information/raininRainin Instrument, LLC7500 Edgewater Drive, Oakland, CA 94621 Phone +1 510 564 1600a METTLER TOLEDO CompanySubject to technical changes© 04/2014 Rainin Instrument, LLCPrinted on demand from online content. H17700764。

09 48 EC 中文版

2009/48/EC最新玩具标准检测2009/48/EC最新玩具标准检测欧盟玩具安全指令88/378/EEC是第一个新方法指令，自1988年颁布以来，在保证欧盟市场上的玩具安全和消除成员国之间的贸易壁垒方面取得了巨大的成就。

到目前为止，欧盟只是通过CE标志指令93/68/EEC对其进行了一次修订。

但是，经过20年的运作，也不可避免地发现一些不足，如安全性要求应进一步提高、指令实施的效率不高、范围和一些概念不够清楚等。

从2003年开始，欧盟便开始考虑修订88/378/EEC指令，并广泛征集公众意见。

截至2007年底，欧盟先后发布三份关于88/378/EEC指令修订影响的研究报告。

2008年1月25日欧盟发布了指令修改提案COM(2008)9，2008年12月18日欧洲议会通过了该提案，2009年6月18日正式文本通过，并最终于2009年6月30日在OJ上刊登，新指令的编号为2009/48/EC。

新指令发布之后，各成员国于18个月之内，即2011年1月20日之前将其转换为本国法律。

此外，指令还设定了2年的过渡期，即符合旧指令要求的产品于2011年7月20日之前可以继续投放市场；而其中化学要求条款的过渡期则是4年，即符合旧指令中化学要求、而不符合新指令中化学要求的产品，可以于2013年7月20日之前继续投放市场。

2013年7月20日以后销售的玩具产品必须完全符合新指令所有要求。

玩具新指令颁布之后，欧盟玩具协调标准EN71系列和EN62115也将于2013年7月20日前进行修订以符合新指令的要求。

旧版指令（88/378/EEC）VS新版指令（2009/48/EC）内容88/378/EEC 2009/48/EC适用范围与定义变化 (1) 玩具定义——新指令将玩具的定义修订为“设计为或者预定为供14 岁以下儿童玩耍中使用的产品，无论是否是专用的产品。

”从而扩大了玩具指令的适用范围（有可能被儿童用来玩耍的产品也被认为是玩具）；此外，列出了19条不属于玩具的产品，包括节日或庆典的装饰品、仿真模型、藏品等。

EN1020404中文

EN-10204-04-(中文)欧洲标准EN10204:2004金属产品—检验文件的类型CEN欧洲标准化委员会金属产品—检验文件的类型1 范围1.1 本标准规定了按合同要求提供给需方的适用于所有金属产品（例如，无论采用何种方法生产的板、棒、锻件、铸件）的不同类型的检验文件。

1.2 本标准也适用于非金属产品。

用。

注1 在检验文件中所列的信息可在相应的标准中找到，例如，对钢产品见EN 10168。

注2 附录A给出了检验文件间的差异概览。

2 术语和定义本标准采用如下标准和定义：2.1 非规定检验non-specific inspection生产厂按照自定程序进行的检验和试验，以判定由相同生产工艺所生产的产品是否满足合同的要求。

被检验的产品不一定是实际供货的产品。

2.2 规定检验specific inspection是指在交货前，根据合同的技术要求，在交货的产品上或其中的部分产品上进行检验，以验证他们是否符合合同的要求。

2.3 生产厂manufacture根据合同和相应产品标准规定的要求生产产品的组织。

2.4 中间商intermediary由生产厂进行供货的并且其向需方供货前不对产品进一步加工或加工后不改变需方合同和相关产品标准中规定的产品性能的组织。

2.5 产品规范product specification对合同中的要求以书面形式进行详细叙述，例如，法规、标准或其他规范。

3 基于非规定检验的检验文件3.1 符合合同的声明“2.1”（Declaration of compliance with the order “type 2.1”）生产厂声明其供应的产品符合合同的要求（不包括试验结果）的文件。

3.2 试验报告“2.2”（Test report “type 2.2）生产厂声明其供应的产品符合合同的要求的文件，且文件中提供基于非规定检验的试验结果。

4基于规定检验的检验文件4.1 检验证明书3.1（Inspection certificate 3.1”type 3.1”）由生产厂出具的声明其提供的产品符合合同要求并提供试验结果的文件。

Omega National Products 摆动式门系统说明书

but through the elevated section of the guide paralleling the track groove. Use another four fasteners to secure the rectangular portion of the top of the guide to the rout. CAUTION! The fasteners must be inserted at an angle, through the side wall of the track guide so that the long fasteners do not penetrate the side panels.
Step 8: Slide the collar along the dowel until the open side of the collar is aligned with the mark you placed on the dowel (FIGURE #7). Secure the collar to the dowel with a 1/2” staple or pin. This prevents slippage during final assembly.
1 FOR 16” KIT 2 FOR 24” KIT 3 FOR 30” & 36” KITS
FEATURES:
NOTE: 36” KITS INCLUDE A REVERSE SPRING FOR THE OPPOSITE END OF DOWEL
• SPRING TENSION ALLOWS FOR FULL CONTROL OF THE TAMBOUR DOOR FROM THE TOP TO THE BOTTOM

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Development ofa Trans-National Approach Course: Eurocode 4Lecture 9 : Composite jointsAnnex B3Annex B3: Calculation procedures and worked examplesJoints with flush-end-plate connection in single- ordouble-sided configurationsReferences:Ing befortepp p pp p e m m e m m +=+=122111λλ∙Main data for joint and loading∙Dimensions of the end-plateDetail _ I(flush end-plate detail)SECTION 2_2(side view of flush end-plate)∙Other various dataGrade for all steel components except rebars: S235Percentage of reinforcement in the effective slab: 0.7% Connectors : - Stiffness: 100 kN/mm- Spacing: 100 mmReinforcement bars: f sk = 460 N/mm²Concrete: f ck = 20 N/mm² and E cm = 29000 N/mm²B- PRELIMINARY CALCULATIONSColumn:d wc = h c – 2 t fc –2 r c = 140 – 2 ⨯ 12 – 2 ⨯ 12 = 92 mmA vc = A c – 2 b c t fc + (t wc + 2 r c ) t fc = 4295.6 – 2 ⨯ 140 ⨯ 12 + ( 7 + 2 ⨯ 12) ⨯ 12 = 1307.6 mm 2.mm r t w m c wc 9.26128.027808.02=⨯--=--=mm w b e c 302801402=-=-=mm Nmm f t m Mo yfc fc fc pl /9.76901.12351225.025.022,=⨯==γs = r c = 12 mm (for hot-rolled section)Beam:d s = 0.5 h b + h cs + h ps – a cs = 0.5 ⨯ 220 + 80 + 50 – 40 = 200 mmz 1 = h b – 0.5 t fb + h cs + h ps – a cs = 220 – 0.5 ⨯ 9.2 + 80 + 50 – 40 = 305.4 mmz 2 = p p + e p1 – 0.5 t fb = 120 + 50 – 0.5 ⨯ 9.2 = 165.4 mm5416.04.3054.16512===z z c o()m kN mm N f W class M Mo yb pby Rd c .973.60.517.609731001.12352854061.≅=⨯==γEnd plate:mm a t w m w wb p 66.33328.029.58028.021=⨯⨯--=--=mm a t p m f fb p 14.35528.02.95028.02=⨯⨯--=--=mm w b e p p 302801402=-=-=5287.03066.3366.33111=+=+=pp p e m m λ5521.03066.3314.35121=+=+=pp p e m m λα = 5.4871mm mm N f t m Moyppp pl /.120171.12351525.025.022,=⨯==γBolts:kN A f F Mbbs ub Rd t 4.9025.1101578009.09.03,.=⨯⨯⨯==-γ()kN A f part threaded through passes plane shear F Mbbs ub Rd v 3.6025.1101578006.06.03,.=⨯⨯⨯==-γL b = t fc + t p + 0.5 (h h + h n ) = 12 + 15 + 0.5 ⨯ (10 + 13) = 38.5 mmd w = 26.75 mmm m d e w w 69.6475.264===Concrete slab:d eff = h cs = 80 mmb eff.b = 3 h b = 3 ⨯ 220 = 660 mml eff.b = 4 h b = 4 ⨯ 220 = 880 mm()()2.mm 291140660801007.0%7.0=-⨯=-=→=c b eff eff s b b d A μμShear connectors:k sc = 100 kN/mm 2 (assumption)()assumptionspacing l N b eff 1011008801.≅+=+=C- CALCULATION OF THE STIFFNESS AND RESISTANCE PROPERTIESComponent 2: Column web in compressiona) Resistance:mmt t mm t a t fc o c eff p f fb o 671.86125671.265671.2615252/2.922/,=⨯+=+==++=++= mm t s b mm t s b fc el fc o wc c eff 671.74)1212(2671.26)(2671.146)1212(5671.26)(50,,=+⨯+=++==+⨯+=++=)(15.025.1;0.1min ,,assumptionf k ywc Ed a com wc =⎥⎥⎦⎤⎢⎢⎣⎡-=σ∙ If unencased column:β = 10.74516.13077671.1463.111)/(3.111:10.517471021023592671.146932.0932.022,,232,,=⎪⎭⎫⎝⎛⨯⨯+=+===⨯⨯⨯⨯==vc wc wc c eff c wc ywc wc wc c eff p A t b t E f d b ωβλkN163.421N1634211.1/2357671.1467451.01/67.05174.00,.,,,,0,.,==⨯⨯⨯⨯==→≤=Rdc wc a Mo ywc wc wc c eff c a wc Rd c wc a p F f t b k F γω∙ If encased column:- Steel column alone:01==p c and λωkN N F f t b k F Rd c wc a Moywc wc wc c eff c a wc Rd c wc a p 34.2192193401.12357671.14611/67.00,.,,,,,.,=≈⨯⨯⨯⨯==→≤=γω- Contribution from the encasing concrete:()assumption f k c c ck Ed c com c wc 577.10.2;)/(3.33.1min ..,=⎥⎥⎦⎤⎢⎢⎣⎡+=γσ()kN206.023 N 2060235.1/207140671.86557.185.0/)(85.0,,,.,==⨯-⨯⨯⨯=-=c c ck wc c c eff c wc Rd c wc c f t b t k F γ∙ Total resistance:- unencased column:F Rd,2 = F 0a ,wc.c ,Rd = 163.421 kN- encased column:F Rd,2 = F a ,wc.c ,Rd + F c ,wc.c ,Rd = 219.34+ 206.023 = 425.363 kNb) Stiffness:∙ If unencased column:mm 812.7927671.1467.07.0,,.,=⨯⨯==wc wc wc c eff c wc a d t b k∙ If encased column:mm 156.521029140140671.745.05.0..,=⨯⨯==a c cm c c el c wc c E E h b b k∙ Total stiffness:- unencased column:k 2 = k a ,wc.c = 7.812 mm- encased column:k 2 = k a ,wc.c + k c,wc.c = 7.812 + 5.156 = 11.968 mmComponent 3: Column web in tensiona) Resistance:[][]mm b e m m b wc t eff wc t eff 1.145145.1;169.018min 3025.19.264;9.262min ]25.14;2[min ,,,,==⨯+⨯⨯⨯=+=ππ0.74866.130771.1453.111)/(3.111122,,=⎪⎭⎫⎝⎛⨯⨯+=+=→=vc wc wc t eff t A t b ωβkN 162.439N 1624391.1/23571.1457486.0/,,3,==⨯⨯⨯==Mo ywc wc c t eff t Rd f t b F γω b) Stiffness:mm 728.79271.1457.07.0,,3=⨯⨯==wcwcwc t eff d t b kComponent 4: Column flange in bendinga) Resistance:l eff,t,fc = b eff,t,wc = 145.1 mm[]mm e m e n p 3030;9.2625.1;30min ];25.1;[min =⨯==()assumptionf f k yfc fc n yfc fc 136021802;1min ,=⎥⎥⎦⎤⎢⎢⎣⎡---=σ()()N 2050501309.2669.6309.2629.76901.14569.62308)(2)28(,,,1,.=⨯+⨯-⨯⨯⨯⨯⨯-⨯=+--=fc w fc pl fc t eff w t Rd fc k n m e n m m l e n FN 134550309.2630104.90219.76901.1452223,,,,2,.=+⨯⨯⨯+⨯⨯⨯=++=n m n B k m l F Rd t fc fc pl fc t eff t Rd fcF Rd,4 = min [ F fc.Rd,t1 ; F fc.Rd,t2 ] = min [ 205050 ; 134550 ] = 134550 N = 134.550 kNb) Stiffness:mm 10.9499.26121.14585.085.03333,,4=⨯⨯==m t l k fc fc t effComponent 5: End plate in bendinga) Resistance:l eff,p = min [ 2 π m p1 ; α m p1 ] = min [ 2 ⨯ π ⨯ 33.66 ; 5.4871 ⨯ 33.66 ]l eff,p = min [211.5 ; 184.696 ] = 184.696 mm[]mm e m e n p p p 3030;66.3325.1;30min ];25.1;[min 1=⨯==()()kN154.965N 1549653066.3330104.90212017696.184222kN315.586N 3155863066.3369.63066.33212017696.18469.62308)(2)28(31,,,2,.11,,1,.==+⨯⨯⨯+⨯⨯=++===+⨯-⨯⨯⨯⨯⨯-⨯=+--=pp pRd t p pl p eff Rd ep p p w p p p pl p eff w p Rd ep n m n B m l F n m e n m m l e n FF Rd,5 = min [ F ep,Rd,1 ; F ep,Rd,2 ] = min [ 315.586 ; 154.965] = 154.965 kNb) Stiffness:mm 13.89766.3315696.18485.085.033313,5=⨯⨯==p pp eff m t l kComponent 7: Beam flange in compressiona) Resistance:kN t h M F fb b Rd c Rd 246.2892.922010973.603,7,=-⨯=-=b) Stiffness:∞=7kComponent 8: Beam web in tensiona) Resistance:b eff,t,wb = l eff,p = 184.696 mmkN 232.8N 2265041.1/2359.5696.184/,,8,==⨯⨯==Mo ywb wb wb t eff Rd f t b F γb) Stiffness:∞=8kComponent 10: Bolts in tensiona) Resistance:F Rd,10 = 2 B t, Rd = 2 ⨯ 90.4 = 180.8 kNb) Stiffness:mm 6.5255.381576.16.1,10=⨯==b b s L A kComponent 13: Longitudinal slab reinforcement in tensiona) Resistance:()()()2max 2.min 07.34915.1/4601801405.1/2085.01.1)/()/85.0(1.14.16614066080004.0)(004.0m mf d b f A m m b b d A s sk effc c s ck sc b eff eff s =⨯⨯⨯⨯⨯===-⨯⨯=-=γβγwith μ = 0.7% → A s = 291 mm 2 < A s max = 349.07 mm 2 : OK and A s = 291 mm 2 > A s min = 166.40 mm 2 : OKkN 116.4N 11640015.146029113,==⨯==ssks Rd f A F γb) Stiffness:β = 1)2.79.83.4(2+-=ββββK = 1 ⨯ (4.3 ⨯ 12 – 8.9 ⨯ 1 + 7.2) = 2.6mm 0.57746.2211140291)21(,=⎪⎭⎫ ⎝⎛++=++=ββK h A k c s t s4.5218102772102102008801010010)3814.21()1( 2.3814291102102001027721021043232.32432=⨯⨯⨯⨯⨯⨯⨯⨯+=+==⨯⨯⨯⨯⨯⨯==aa sb eff sc s s s a a I Ed l k N A E d I E ξυξ7341134.2742004.3053814.2115218.45218.410100101131=⨯+--⨯⨯=+--=ssc sc d z k N K υυυ0.73782747.3411345774.01021011113.=⨯⨯+=+=sc t s s r K k E kmm 0.42607378.05774.0,13=⨯==r t s k k kComponent 1: Column web panel in sheara) Resistance:∙ If unencased column:kN 145.155N 1451551.132356.13079.039.0,,==⨯⨯⨯==Mo ywc vc Rd wp a f A V γ∙ If encased column:)(626.02155.0,assumption N N Rd pl Sd =⎥⎥⎦⎤⎢⎢⎣⎡+=υo 24.765.251122140arctan 2arctan =⎪⎭⎫ ⎝⎛⨯-=⎪⎪⎭⎫ ⎝⎛-=z t h fc c θ()()()2mm 11207.776.24cos 71401221408.0cos )()2(8.0=⨯-⨯⨯-⨯=--=o wc c fc c c t b t h A θ()kN 33.302N 333025.12085.076.24sin 7.11207626.085.0sin ,,==⨯⨯⨯⨯==o c c ck c Rd wp c f A V γθυ∙ Total resistance:- unencased column:kN V V F Rd wp a Rd wp Rd 155.1451155.145,,,1,====ββ- encased column:kN 178.4571302.33155.145,,,,,1,=+=+==ββRd wp c Rd wp a Rd wp Rd V V V Fb) Lever arm for resistance calculation∙ If unencased column:F c,Rd = min [ F Rd,2 ; F Rd,7] = min [ 163.421 ; 289.246 ] = 163.421 kNF t,Rd = min [ F Rd,i i = 3,4,5,8,10] = min [162.439 ; 134.550 ; 154.965 ; 232.8 ; 180.8 ] = 134.550 kNAs F c,Rd = 163.421 kN > F Rd,13 = 116.4 kN → upper bolt row subjected to tension forcesF Rdo = min [ F c,Rd ; F Rd,13 + F t,Rd ] = min [ 163.421 ; 116.4 + 134.550] = 163.421 kN0.40314.116421.163113,=-=-=Rd Rdo o F F Fmm 280.3184.3055416.0403.015416.0403.0111212=⨯⨯+⨯+=++=z c F c F z o o o o∙ If encased column:F c,Rd = min [ F Rd,2 ; F Rd,7] = min [ 425.363 ; 289.246 ] = 289.246 kNF t, Rd = min [F Rd,i i = 3,4,5,8,10] = min [162.439 ; 134.550 ; 154.965 ; 232.8 ; 180.8] = 134.550 kNAs F c,Rd = 289.246 kN > F Rd,13 = 116.4 kN → upper bolt row subjected to tension forcesF Rdo = min [ F c,Rd ; F Rd,13 + F t, Rd ] = min [ 289.246 ; 116.4 + 134.550]F Rdo = min [ 289.246 ; 250.95 ] = 250.95 kN1.155914.11695.250113,=-=-=Rd Rdo o F F Fmm 251.54.3055416.01599.115416.01559.1111212=⨯⨯+⨯+=++=z c F c F z o o o oc) Lever arm for stiffness calculation:mm 2.242525.611897.131949.101728.7111110,8,5,4,3,=+∞+++==∑=i i br t k kmm 2.4838.201)4.165(242.2)4.305(426.02113=⨯+⨯=+=eq t eq z z k z k k mm 201.8)4.165(242.2)4.305(426.0)4.165(242.2)4.305(426.0222113222113=⨯+⨯⨯+⨯=++=z k z k z k z k z t t eqd) Stiffness∙ If unencased column:mm .46328.20116.130738.038.0.,=⨯⨯==eq vc s wp a z A k β∙ If encased column:mm 0.805210298.201114014006.006.0..,=⨯⨯⨯==a c cm eq c c s wp c E E z h b k β∙ Total stiffness:-unencased column:k 1 = k a,wp .s = 2.463 mm-encased column:k 1 = k a,wp .s + k c,wp .s = 2.463 + 0.805 = 3.268 mmD- EVALUATION OF THE MECHANICAL PROPERTIES OF THE JOINTa) Resistance:∙ If unencased column:F Rd = min [ F 1,Rd ; F c,Rd ; F Rd,13 + F t,Rd ] = min [ 145.155 ; 163.421 ; 116.4 + 134.55 ]F Rd = min [ 145.155 ; 163.421 ; 250.95] = 145.155 kN(Column web panel in shear → ductile → O.K.)→ Plastic design moment resistance:z F M Rd Rd == 145.155 ⨯ 280.318 = 40689.559 kN.mm = 40.7 kN.m→ Elastic moment resistance:kN.m 27.137.403232,=⨯==Rd Rd e M M ∙ If encased column:F Rd = min [ F 1, Rd ; F c,Rd ; F Rd,13 + F t, Rd ] = min [178.457 ; 289.246 ; 116.4 + 134.55 ]F Rd = min [ 178.457 ; 289.246 ; 250.95] = 178.457 kN(Column web panel in shear → ductile → O.K.)→ Plastic design moment resistance:z F M Rd Rd == 178.457 ⨯ 251.5 = 44882 kN.mm = 44.9 kN.m→ Elastic moment resistance:kN.m 29.944.93232,=⨯==Rd Rd e M Mb) Stiffness:∙ If unencased column:→ Initial stiffness :kN.m 9126483.21812.71463.218.2011021011123212,≅++⨯⨯=++==eq eq a ini j k k k z E S→ Nominal stiffness:m kN S S ini j j .45632/91262/,≅==∙ If encased column:→ Initial stiffness :kN.m 10792483.21986.111268.318.2011021011123212,≅++⨯⨯=++==eq eq a ini j k k k z E S→ Nominal stiffness:m kN S S ini j j .5396210792/ 2/,===SUMMARY。