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Matched Legal Cases: ['art 1', 'art 1', 'art 1', 'art 36', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art 1', 'art-108', 'art 1']

ENV 1992-1-6-1996 | Strength Of Materials | Stress (Mechanics)
DD ENV 1992-1-6:1996
Part 1.6 General rules — Plain concrete structures — (together with United Kingdom National Application Document)
ICS 91.040.91.080.40
was published under the authority of the Standards Board and comes into effect on 15 August 1996 © BSI 02-2000 The following BSI references relate to the work on this Draft for Development: Committee reference B/525/2 ISBN 0 580 25823 8 Amendments issued since publication Amd. No. upon which the following bodies were represented: Association of Consulting Engineers British Cement Association British Precast Concrete Federation Ltd.DD ENV 1992-1-6:1996 Committees responsible for this Draft for Development The preparation of this Draft for Development was entrusted by Technical Committee B/525. University of Sheffield. Date Comments . Uncontrolled Copy. having been prepared under the direction of the Sector Board for Building and Civil Engineering. Building and civil engineering structures. to Subcommittee B/525/2. Department of the Environment (Property and Buildings Directorate) Department of Transport (Highways Agency) Federation of Civil Engineering Contractors Institution of Civil Engineers Institution of Structural Engineers Steel Reinforcement Commission Licensed Copy: Sheffield University. 17 July 2003. Structural use of concrete. (c) BSI This Draft for Development.
DD ENV 1992-1-6:1996 Contents Committees responsible National foreword Foreword Text of National Application Document Text of ENV 1992-1-6 Page Inside front cover ii 2 iii 5 Licensed Copy: Sheffield University. 17 July 2003. Uncontrolled Copy. (c) BSI © BSI 01-2000 i . University of Sheffield.
BSI. These comments will be taken into account when preparing the UK national response to CEN on the question of whether the ENV can be converted to an EN.DD ENV 1992-1-6:1996 National foreword This Draft for Development was prepared by Subcommittee B/525/2 and is the English language version of ENV 1992-1-6:1994 Eurocode 2: Design of concrete structures — Part 1. Users of this document are invited to comment on its technical content. pages i to vi. ENV 1992-1-6 is considered to offer such an alternative approach. an inside front cover. ENV 1992-1-6 results from a programme of work sponsored by the European Commission to make available a common set of rules for the structural and geotechnical design of building and civil engineering works. 389 Chiswick High Road. The values for certain parameters in the ENV Eurocodes may be set by individual CEN Members so as to meet the requirements of national regulations. to enable the ENV to be used for buildings constructed in the UK and the NAD takes precedence over corresponding provisions in the ENV. pages 2 to 15 and a back cover. Licensed Copy: Sheffield University. Uncontrolled Copy. This publication is not to be regarded as a British Standard. This standard has been updated (see copyright date) and may have had amendments incorporated. 17 July 2003. particularly in relation to safety. quoting the document reference. ease of use and any ambiguities or anomalies. The Building Regulations 1991. where possible. This Draft for Development also includes the United Kingdom (UK) National Application Document (NAD) to be used with the ENV in the design of buildings to be constructed in the UK. Comments should be sent in writing to the Secretary of B/525/2. This will be indicated in the amendment table on the inside front cover. The publication of this ENV and its National Application Document should be considered to supersede any reference to a British Standard in previous DD ENV Eurocodes concerning the subject covered by these documents. the relevant clause and. An ENV is made available for provisional application.6: General rules — Plain concrete structures. London. The purpose of the NAD is to provide essential information. but does not have the status of a European Standard. (c) BSI Summary of pages This document comprises a front cover. reference should be made to the supporting documents listed in the National Application Document (NAD). a proposed revision. ii © BSI 01-2000 . when used in conjunction with its NAD. Approved Document A 1992. During the ENV period of validity. University of Sheffield. draws attention to the potential use of ENV Eurocodes as an alternative approach to Building Regulation compliance. the ENV title page. as published by the European Committee for Standardization (CEN). by 31 October 1996. These parameters are designated by |_| in the ENV. W4 4AL. The aim is to use the experience gained to modify the ENV so that it can be adopted as a European Standard.
Uncontrolled Copy. (c) BSI © BSI 01-2000 National Application Document for use in the UK with ENV 1992-1-6:1994 DD ENV 1992-1-6:1996 .Licensed Copy: Sheffield University. University of Sheffield. 17 July 2003.
University of Sheffield. 17 July 2003. combination factors and other values 3 Reference standards Table 1 — Values to be used in referenced clauses instead of boxed values Table 2 — Reference in EC2-1. Uncontrolled Copy. (c) BSI iv © BSI 01-2000 .6 to other codes and standards Page v v v v v v Licensed Copy: Sheffield University.DD ENV 1992-1-6:1996 Contents of National Application Document Introduction 1 Scope 2 Partial factors.
b) The values for partial factors for normal temperature design should be those given in EC2-1. 2 Partial factors. c) Trial calculations.1. 17 July 2003. b) A parametric calibration against BS 8110. University of Sheffield. except where modified by the NAD for that code. It will be assumed that it will be used in conjunction with DD ENV 1992-1-1.6 Definition UK values 5. supporting standards and test data.10 (101) Minimum thickness of plain in-situ walls (depth.1.7. 1 Scope This NAD provides information to enable ENV 1992-1-6 (hereafter referred to as EC2-1.4. (c) BSI a) The values for combination coefficients (Ò) should be those given in Table 1 of the NAD for EC2-1. placing and compliance criteria Published 1991 Published 1990 Published 1994 Published 1994 DD ENV 1992-1-1:1992 DD ENV 206:1992 DD ENV 1992-1-4:1996 DD ENV 1992-1-3:1996 ENV 1992-1-4 Members made with lightweight aggregate concrete ENV 1992-1-3 Precast concrete elements and structures © BSI 01-2000 v . combination factors and other values Licensed Copy: Sheffield University.2 P(107) P(110) 1. and EC2-1.6 to other codes and standards Reference in EC2-1. Uncontrolled Copy.6 Document referred to Document title or subject area Status UK document Various 1. Table 1 — Values to be used in referenced clauses instead of boxed values Reference in EC2-1. 3 Reference standards Supporting standards including materials specifications and standards for construction are listed in Table 2 of this NAD.1 except where modified by the NAD for that code.1 (101) 5.2 P(101) 1.1.6 except for those given in Table 1 of this NAD.6) to be used for the design of buildings to be constructed in the UK.2 P(107) P(110) ENV 1992-1-1 Design of concrete structures — General rules and rules for buildings ENV 206 Concrete — Performance.DD ENV 1992-1-6:1996 Introduction This National Application Document (NAD) has been prepared by Subcommittee B/525/2.5 not 2 Table 2 — Reference in EC2-1. It has been developed from the following. production.4. hw) Ratio of depth to projection of strip footing 150 mm not 120 mm 1.1. a) A textual examination of ENV 1992-1-6. the NAD of which refers to BSI publications for values of actions.1. c) Other values should be those given in EC2-1.
Licensed Copy: Sheffield University. 17 July 2003. (c) BSI vi blank . University of Sheffield. Uncontrolled Copy.
und Spannbetontragwerken — Teil 1-6: Allgemeine Regeln — Tragwerke aus unbewehrtem Beton This European Prestandard (ENV) was approved by CEN on 1993-06-25 as a prospective standard for provisional application. 91. (c) BSI Eurocode 2: Calcul des structures en béton — Partie 1-6: Règles générales — Structures en béton non armé Eurocode 2: Plannung von Stahlbeton. Finland. rules of calculation English version Eurocode 2: Design of concrete structures — Part 1-6: General rules — Plain concrete structures Licensed Copy: Sheffield University. No. University of Sheffield.40 ENV 1992-1-6 October 1994 Descriptors: Buildings. Greece. Ireland. Italy.EUROPEAN PRESTANDARD PRÉNORME EUROPÉENNE EUROPÄISCHE VORNORM ICS 91. concrete structure. Uncontrolled Copy. B-1050 Brussels © 1994 Copyright reserved to CEN members Ref. Spain. CEN European Committee for Standardization Comité Européen de Normalisation Europäisches Komitee für Normung Central Secretariat: rue de Stassart 36. Iceland. ENV 1992-1-6:1994 E . It is permissible to keep conflicting national standards in force (in parallel to the ENV) until the final decision about the possible conversion of the ENV into an EN is reached. Netherlands. building codes.080. Switzerland and United Kingdom. After two years the members of CEN will be requested to submit their comments.00. The period of validity of this ENV is limited initially to three years. France. Luxembourg. Portugal. particularly on the question whether the ENV can be converted into a European Standard (EN). Sweden. computation. Germany.040. 17 July 2003. Norway. CEN members are the national standards bodies of Austria. CEN members are required to announce the existence of this ENV in the same way as for an EN and to make the ENV available promptly at national level in an appropriate form. Belgium. Denmark.
Eurocode 1: Basis of design and actions on structures. the CEC transferred the work of further development. Eurocode 5: Design of timber structures. Eurocode 3: Design of steel structures. referencing compatible supporting standards and providing national guidance on the application of this Prestandard.V. some of the Structural Eurocodes cover some of these aspects in informative Annexes.2.1. (8) Separate sub-committees have been formed by CEN/TC250 for the various Eurocodes listed above. Eurocode 4: Design of composite steel and concrete structures. Licensed Copy: Sheffield University. after consulting their respective Member States. EN 1993. Eurocode 7: Geotechnical design. (15) It is intended that this Prestandard is used in conjunction with the NAD valid in the country where the building or civil engineering works is located. 17 July 2003. EN 1992.ENV 1992-1-6:1994 Foreword Objectives of the Eurocodes (1) The “Structural Eurocodes” comprise a group of standards for the structural and geotechnical design of buildings and civil engineering works. National Application Documents (NAD’S) (13) In view of the responsibilities of authorities in member countries for safety. and will complement and supplement this Part. EN 1994. The authorities in each member country are expected to assign definitive values to these safety elements. (9) This Part 1-6 of Eurocode 2 is being published as a European Prestandard (ENV) with an initial life of three years. these will cover additional technologies or applications. and the EFTA Secretariat agreed to support the CEN work. certain safety elements in this ENV have been assigned indicative values which are identified by [ ] (“boxed values”). (6) CEN Technical Committee CEN/TC250 is responsible for all Structural Eurocodes EN 1999.1 of ENV 1992-1-1 and the scope of this Part of Eurocode 2 is defined in 1. issue and updating of the Structural Eurocodes to CEN. Eurocode 8: Design provisions for earthquake resistance of structures. EN 1997. and the standard of the workmanship needed to comply with the assumptions of the design rules. EN 1995. Eurocode 6: Design of masonry structures. each generally consisting of a number of parts: EN 1991. (2) They cover execution and control only to the extent that is necessary to indicate the quality of the construction products. health and other matters covered by the essential requirements of the Construction Products Directive (CPD). EN 1998. Matters specific to this Prestandard (16) The scope of Eurocode 2 is defined in 1. These technical rules became known as the “Structural Eurocodes”. (14) Some of the supporting European or International Standards may not be available by the time this Prestandard is issued. (3) Until the necessary set of harmonized technical specifications for products and for the methods of testing their performance are available. Eurocode programme (7) Work is in hand on the following Structural Eurocodes. Eurocode 9: Design of aluminium alloy structures. © BSI 01-2000 2 . University of Sheffield. It is therefore anticipated that a National Application Document (NAD) giving definitive values for safety elements. EN 1996. Uncontrolled Copy. (c) BSI Background of the Eurocode programme (4) The Commission of the European Communities (CEC) initiated the work of establishing a set of harmonized technical rules for the design of building and civil engineering works which would initially serve as an alternative to the different rules in force in the various Member States and would ultimately replace them.1. (11) After approximately two years CEN members will be invited to submit formal comments to be taken into account in determining future actions. (DIN) Burggrafenstrasse 6 D — 10787 Berlin phone: (+ 49) 30 – 26 01 – 25 01 fax: (+ 49) 30 – 26 01 – 12 31 or to your national standards organization. (5) In 1990. will be issued by each member country or its Standards Organization. Eurocode 2: Design of concrete structures.1. Additional Parts of Eurocode 2 which are planned are indicated in 1. (12) Meanwhile feedback and comments on this Prestandard should be sent to the Secretariat of CEN/TC250/SC2 at the following address: Deutsches Institut für Normung e.3 of ENV 1992-1-1. (10) This Prestandard is intended for experimental application and for the submission of comments.
background documents have been prepared. Where a Principle or Application Rule in ENV 1992-1-1 is modified or replaced. the new number is identified by the addition of 100 to the original number. it is identified by a number which follows the last number of ENV 1992-1-1 with 100 added to it. University of Sheffield. However. (21) In developing this Prestandard. For this Part of Eurocode 2.1 of this Prestandard.ENV 1992-1-6:1994 Licensed Copy: Sheffield University. (c) BSI (17) In using this Prestandard in practice.3 of ENV 1992-1-1. (18) The seven chapters of this Prestandard are complemented by four Appendices which have the same normative status as the chapters to which they relate. Some Principles and Application Rules of ENV 1992-1-1 are modified or replaced in this Part. and the durability requirements given in 4. placing and compliance criteria). (20) The provisions of this Prestandard are based substantially on the 1978 edition of the CEB Model Code and other more recent CEB and FIP documents. Part 1-6 contains Principles and Application Rules which are specific to structures made with plain concrete. A subject not covered by ENV 1992-1-1 is introduced in this Part by a new sub-clause. 17 July 2003. These Appendices have been introduced by moving some of the more detailed Principles/Application Rules. For ENV 1992-1-6. in which case they are superseded. Uncontrolled Copy. (25) The numbering of equations. out of the main part of the text to aid its clarity. which give commentaries on and justifications for some of the provisions in this Prestandard. particular regard should be paid to the underlying assumptions and conditions given in 1. particular attention is drawn to the approved Prestandard ENV 206 (Concrete — performance. that sub-clause of ENV 1992-1-1 applies as far as deemed appropriate in each case. which are needed in particular cases. figures. Where a new Principle or Application Rule is added. (24) Where a particular sub-clause of ENV 1992-1-1 is not mentioned in this ENV 1992-1-6. footnotes and tables in this Part follow the same principles as the clause numbering in (24) above. production. the following additional sub-clauses apply: (22) This Part 1-6 of Eurocode 2 complements ENV 1992-1-1 for the particular aspects of plain concrete structures. (23) The framework and structure of this Part 1-6 correspond to ENV 1992-1-1. (19) As indicated in paragraph (14) of this Foreword. reference should be made to National Application Documents which will give details of compatible supporting standards to be used. The sub-clause number for this follows the most appropriate clause number in ENV 1992-1-1. © BSI 01-2000 3 .
2 Design data 4.4 Definitions 1.6 Simplified design methods for walls and isolated columns 4.3.1 Pure torsion 4.3 Torsion 4. eff Figure 4.2 Partial safety factors for materials 2.2 Design resistance to bending and longitudinal force 4.3.1.7.2. 17 July 2003.3.5. (c) BSI 4. a longitudinal force NSd acts in point G.5.3.0 General 5 Detailing provisions 5.7 Plain concrete walls 5.3.4.3 Local failure 4.5 Ultimate limit states induced by structural deformation (buckling) 4.1 General 4.7.3.2 Scope of part 1-6 of eurocode 2 1.3. eff in the case of bi-axial eccentricities.5.5.4 Structural members 5.4.1 Ultimate limit states for bending and longitudinal force 4.121 — Unreinforced pad footings.7 Special symbols used in this part 1-6 of eurocode 2 1.2 Latin upper case symbols 1.3 Latin lower case symbols 1.2 Special terms used in part 1-6 of eurocode 2 1.ENV 1992-1-6:1994 Contents Foreword 1 Introduction 1.2 Shear 4.3. notations Page 13 13 13 13 13 13 14 14 14 15 15 15 15 8 11 14 4 © BSI 01-2000 .9 Construction joints 5.1 Concrete 4.134 — Effective cross-section Ac.3 Calculation methods 2.3.3.3.4.7.4 Greek symbols 2 Basis of design 2.1 General 5.1.5 Analysis 2.3.3 Design requirements 2.4.3.3.3.2.3.3 Ultimate limit states 4.4.3. the centroid of the uncracked section is located in point O a) Geometry and notations for the uncracked section b) Effective cross-section Ac. University of Sheffield.7.4.1 Scope 1.5 Slenderness of Isolated Columns and Walls 4.2 Types of structural analysis 3 Material properties 4 Section and member design 4.3.135 — Factor B for the determination of the effective height l0 of walls Figure 5.10 Strip and pad footings 6 Construction and workmanship 7 Quality control Appendix 1 Additional provisions for the determination of the effects of time-dependent deformation of concrete Appendix 2 Non-linear analysis Appendix 3 Supplementary information on the ultimate limit states induced by structural deformation Appendix 4 Checking deflections by calculation Figure 4.2 Combined effects of actions 4.4 Serviceability limit states Page 2 5 5 5 5 5 5 5 6 6 6 6 6 6 7 7 7 7 7 7 7 7 7 7 9 9 9 9 9 9 10 10 10 12 13 Licensed Copy: Sheffield University.3 Partial safety factors for ultimate limit states 2.3.1.3 Classification of structures and structural members 4. Uncontrolled Copy.5.
columns.2(107)] Second moment of cross-sectional area related to the y.1. Such members may include: — plain concrete members mainly subjected to compression other than that due to prestressing. University of Sheffield. However.7. eff I y . P(107) This Part 1-6 may also be used for members made with lightweight aggregate concrete with closed structure according to ENV 1992-1-4 and for precast concrete elements and structures covered by ENV 1992-1-3.1 Scope 1. (c) BSI 1.4.ENV 1992-1-6:1994 1 Introduction This clause of ENV 1992-1-1 is applicable except as follows: 1.3 of Part 1-1 for supplementary parts covering additional methods of construction. Iz NRd Effective cross section [4. and type of structure).4 “Structural Members” of ENV 1992-1-1.4 Definitions 1. P(108) This Part 1-6 does not preclude the provision of steel reinforcement needed to satisfy serviceability and/or durability requirements. This reinforcement may be taken into account for local ultimate limit state verifications as well as for checks in the serviceability limit states. For lightweight aggregate concrete with closed structure see ENV 1992-1-4. Licensed Copy: Sheffield University. 17 July 2003. Uncontrolled Copy. necessary to comply with ENV 1992-1-3.g. and tunnels.1. e. in addition. 1.7 Special symbols used in this part 1-6 of Eurocode 2 1. — plain concrete retaining walls. Addition after Principle P(5): (106) This Part 1-6 applies to members. for which the effects of dynamic actions may be neglected.2 Special terms used in part 1-6 of Eurocode 2 Replacement of Principles P(1) and P(2) by: P(101) Plain concrete member: Structural concrete member having no reinforcement (plain concrete) or less reinforcement than the minimum amounts defined in section 5. walls.and z-axis respectively Resisting design axial compression force © BSI 01-2000 5 . P(110) For plain precast concrete it is. arches.1.2 Latin upper case letters Addition: Ac. — plain concrete strip and pad footings for foundations. in these cases the design rules may be modified accordingly.3. (109) Examples of such reinforcement is the joint reinforcement in the top of a wall to avoid splitting and the joint reinforcement for columns into a footing.2 Scope of part 1-6 of Eurocode 2 Replacement of Principle P(1) by: P(101) Part 1-6 of ENV 1992 provides supplementary rules to the general rules given in ENV 1992-1-1 for the design of components in building and civil engineering works in plain concrete made with normal weight aggregate as defined in ENV 206 (see 1. materials. nor reinforcement in certain parts of the members.
56| in compression and (except earthquakes): *c = |1.2| in compression and *n = |1.7.80| in compression and *c = |1.56| in tension.135) Effective length of a compression member 1. University of Sheffield. (108) It is recommended to multiply the partial safety factors *c for concrete given in Table 2.3 Latin lower case letters Addition: a ea e0 ey.2| in tension.3.3 Partial safety factors for ultimate limit states 2. ez etot fctd hF hw i lh lht lw l0 Licensed Copy: Sheffield University.3 in ENV 1992-1-1 by *n = |1.and z-axis respectively Total eccentricity Design value of the tensile strength of concrete Depth of a pad footing Overall depth of a wall Radius of gyration Clear horizontal length of a wall between vertical restraints ( Figure 4.2 Partial Safety Factors for Materials Addition after Application Rule (6): P(107) Due to the less ductile properties of plain concrete.ENV 1992-1-6:1994 1. (c) BSI Projection of a pad footing from the columns face Additional eccentricity covering the effects of geometrical imperfections First order eccentricity Components of an eccentricity e in direction of the y.3.3. that is for fundamental combinations: *c = |1.4 Greek symbols Addition: ! " *n 2 Bcm Bct Bgd BSd ESd Reduction coefficient to allow for the effect of long term loading on the concrete compression strength Effective height coefficient: " = l0/lw Additional partial safety factor for concrete Slenderness ratio: 2 = l0/i Average concrete compressive stress Concrete tensile stress Design value of the ground pressure Design value of the applied normal stress Design value of the applied shear stress 2 Basis of design This clause of ENV 1992-1-1 is applicable except as follows: 2.7. for accidental design situations *c = |1. Uncontrolled Copy. 17 July 2003.80| in tension. 6 © BSI 01-2000 .3 Design requirement 2. the partial safety factor for concrete in compression and tension shall be multiplied with a coefficient *n.135) Horizontal length of a transverse wall stabilizing the wall under consideration Clear height of a wall (Figure 4.
1. 0.3. In the case of a non-linear analysis (e. paragraphs (i).184) (109) Fracture mechanic methods may be used provided it can be shown that they lead to the required level of safety.g.3 or 4. the strength and deformation properties as for reinforced concrete shall be used. 4.3. the stress-strain diagram in section 4. 17 July 2003.5 Analysis 2. Paragraphs (ii). e.1 General Addition after Application Rule (6): P(107) For the calculation of the design resistance of plain concrete members. University of Sheffield.5.2 in ENV 1992-1-1 by: P(101) Since plain concrete members have limited deformability.2 Types of Structural Analysis 2.2 Ultimate Limit States Replacement of clause 2. methods without an explicit check of the deformation capacity.5.2. Licensed Copy: Sheffield University.1. fracture mechanics) a check of the deformation capacity should be performed. (108) When tensile stresses are considered in concrete (see 4. linear analysis with redistribution or a plastic approach to analysis.3.1).ENV 1992-1-6:1994 2. Paragraphs (iii) and (iv) are changed to: (iii) The tensile strength of concrete is generally ignored.1.2 Design data 4. Uncontrolled Copy. 4 Section and member design This clause of ENV 1992-1-1 is applicable except as follows: 4.3.2. (v) and (vi) are not relevant for plain concrete. (iv) The stresses in the concrete in compression are derived from the design stress-strain diagram in either Figure 4.2.2 Design Resistance to Bending and Longitudinal Force Addition to Principle P(1): P(101) Principle P(1) of ENV 1992-1-1. the imposed deformations due to temperature or shrinkage can be neglected.4 in ENV 1992-1-1 respectively. (c) BSI 3 Material properties This clause of ENV 1992-1-1 applies as far it is deemed appropriate in each case.2.05/*c (4.2. shall not be used unless their application can be justified.2. (102) Structural analysis may be based on the non-linear or the linear elastic theory.5.3 Ultimate limit states 4. Possible uncertainties with regard to the position of the stress resultant shall be taken into account by appropriate measures.3. © BSI 01-2000 7 . (104) In the case of walls.3.3 Calculation methods 2. 4.3 of ENV 1992-1-1 can be extended in tension up to the design strength fctd = fctk. Replacement of Application Rules (3) to (7) by: P(103) It shall be demonstrated that equilibrium exists between the internal forces and moments and those due to external loads and/or imposed deformation.1 Ultimate limit states for bending and longitudinal force 4.3.2.1 Concrete 4.5. (vii) and (viii) apply also for plain concrete.g. subject to the provision of adequate construction details and proper curing.
134). eff in the case of bi-axial eccentricities. it may be substituted by any approximate effective section. a uniform stress distribution may be assumed in a part of that cross-section. chases or recesses shall be taken into account in the design calculations. University of Sheffield. Ac. The resulting eccentricity e of NSd should.1. included in the cross-section Ac whose centroid coincides with the point G. The remaining part of the cross-section may be considered inactive. b). In general.6 below). Ac.2. eff may be taken as rectangular with Ac.1. denoted as the effective section Ac.134. Uncontrolled Copy. eff is limited by a straight secant and its centroid coincides with the point G. the design resistance NRd of a rectangular cross-section with a uni-axial eccentricity e in the direction of hw may be taken as NRd = – ! * fcd * b * hw * (1-2e/hw) (4.187) where b Overall width of the cross-section hw Overall depth of the cross-section e Eccentricity of NSd in the direction hw. 2ay denote the dimensions of the fictitious rectangle in the z. (107) In a cross-section of a plain concrete member.ENV 1992-1-6:1994 P(106) Licensed Copy: Sheffield University.185) where 2az. eff 8 © BSI 01-2000 . (108) If the effective cross-section is geometrically difficult to define. a longitudinal force NSd acts in point G. (109) The resisting design longitudinal compression force NRd is given by: NRd = – ! * fcd * Ac. see Figure 4. subjected to the design longitudinal force NSd at a point G with the eccentricities ey and ez related to the centroid 0 of the uncracked cross-section Ac (Figure 4. the centroid of the uncracked section is located in point O a) Geometry and notations for the uncracked section b) Effective cross-section Ac. where relevant. (11) of ENV 1992-1-1 Ac. For simplification.134 — Effective cross-section Ac. (c) BSI (105) Rule (6) in 4.3. eff Area of effective cross-section.and y-axis respectively. 17 July 2003.186) where ! is a reduction factor taking account of long-term effects according to 4. eff.3.3.3. eff (4.3.2 of ENV 1992-1-1 is not applicable for the design of plain concrete members. (110) In the absence of a more rigorous calculation. include second order effects and geometrical imperfections (see 4. Figure 4. eff = 2az * 2ay (4.5. The effects of significant openings.
0|. provided that either by calculations or by experience brittle failure can be excluded and adequate resistance can be ensured. (102) For plain concrete members subjected to a combination of shear.3.3 Local Failure Replacement of clause 4.3.1.2.3. ESd should be calculated for the uncracked.3. the maximum eccentricity of the longitudinal force NSd in a cross-section shall be limited to appropriate values.3. for the effective section Ac.3. Cracked members shall not be considered to resist torsional moments unless adequate resistance to torsion can be justified.2. bending and longitudinal force it should be verified that (4.1 of ENV 1992-1-1 and *c according to 2.3.2 Shear 4. (103) A concrete member may be considered to be uncracked in the ultimate limit state if either it remains completely under compression or if the principal concrete tensile stress Bct1 does not exceed fctd = fctk0. (c) BSI 4. Principle P(4) and Application Rules (5) to (9) in ENV 1992-1-1 by: P(102) P(103) Clause 4. Uncontrolled Copy.1 in this ENV 1992-1-6 applies for torsion combined with shear analogously.2 Combined effects of actions 4.3 Torsion 4.3.1. eff.3. ½ Reduction coefficient. 4. see 4.3. 17 July 2003.2 above. Licensed Copy: Sheffield University.2.2.3.1 General procedure Addition after Application Rule (4): P(105) Clause 4.3.1.3.3.3 in ENV 1992-1-1 by: P(101) Unless measures to avoid local tensile failure of the cross-section have been taken.05/*c.3.1 of this ENV 1992-1-6 above applies for torsion analogously.3. ½ may be taken as ½ = |1.3.1 General Replacement of clause 4.2 above. with *c according to 2. Generally.2 above. © BSI 01-2000 9 .1 in ENV 1992-1-1 by: P(101) In plain concrete members account may be taken of the concrete tensile strength in the ultimate limit state for shear.05 according to Table 3. 4.188) where ESd Design value of the applied shear stress Bcm Average concrete compressive stress fctd = fctk0.3.ENV 1992-1-6:1994 4. According to the actual state of stress.2. University of Sheffield.3.1 Pure Torsion Replacement of Application Rules (2) and (3).05/*c with fctk0. or in the case of cracks.
189) (4.5. (c) BSI where lw Clear height of the member " Coefficient which depends on the support conditions. For other walls "-values are given in Figure 4. 10 © BSI 01-2000 .190) Licensed Copy: Sheffield University. Uncontrolled Copy.3.135 below.3.ENV 1992-1-6:1994 4.5 Slenderness of Isolated Columns and Walls Addition to Application Rules (1) and (2) in ENV 1992-1-1: (103) The slenderness of an isolated column or wall is given by 2 = l0/i where i Minimum radius of gyration l0 Effective length of the member which can be assumed to be: l0 = " * lw (4.3. 17 July 2003.3.5 Ultimate limit states induced by structural deformation (buckling) 4. University of Sheffield. for cantilever columns or walls " = 2.5. For columns " = 1 should in general be assumed.3 Classification of Structures and Structural Members 4.
17 July 2003.135 — Factor B for the determination of the effective height l0 of walls Figure 4. © BSI 01-2000 11 . University of Sheffield. (c) BSI Figure 4.135 assumes that the wall has no openings with a height exceeding |1/3| of the wall height lw or with an area exceeding |1/10| of the wall area. the parts between the openings should be considered as held along two sides only and be designed accordingly.ENV 1992-1-6:1994 Licensed Copy: Sheffield University. In walls held along 3 or 4 sides with openings exceeding these limits. Uncontrolled Copy.
Independently from the actual 2-value. where lw denotes the clear height of the braced wall. Uncontrolled Copy. — their length lht is at least equal to lw/|5|. where hw is the overall depth of the braced wall. lw/hw = 25). In absence of more accurate information. However.g.5.3.1. 12 © BSI 01-2000 .194) e0 First order eccentricity including.85 if lw < lh (4.5. b). for compression members with lw/hw < 2.6.193) where: 9 k 1-2etot/hw U0 etot = e0 + ea + e: (4. where relevant.ENV 1992-1-6:1994 Licensed Copy: Sheffield University.020| · l0/hw (4. e: may be neglected because it is already included in equ. it may be assumed that " = 0.6 Simplified Design Method for Walls and Isolated Columns Replacement of clause 4.5. columns are considered to be slender. ea may be taken as ea = 0.g. (11) of ENV 1992-1-1 The function 9 which allows for the second order effects on the load bearing capacity of compression members in non-sway buildings is given by: 9 = 1. ea Additional eccentricity covering the effects of geometrical imperfections. (105) Transverse walls may be considered as bracing walls if — their total depth is not less than |0.3. 4. e: Eccentricity due to creep.2.191) (107) The slenderness of isolated columns or walls in plain concrete cast in-situ should generally not exceed 2 = |86| (e. 17 July 2003. possible clamping moments transmitted to the wall from a slab) and horizontal actions. second order analysis is not necessary. the longitudinal force which can be resisted by a slender column or slender wall in plain concrete may approximately be calculated from: NRd = – b * hw * ! * fcd * 9 (4.192) where NRd Resisting design compression force of the cross-section b Overall width of the cross-section hw Overall depth of the cross-section ! Reduction factor taking account of longterm effects according to 4. University of Sheffield. (106) In the case of walls held along two sides which are connected at the top and bottom in flexurally rigid manner by in-situ concrete and reinforcement so that the edge moments can be fully resisted. — within the length lht the transverse wall has no openings.5 * l0/|200|.5| hw.14 * (1-2etot/hw) – |0.3.3. As a rule. the effects of floors (e. (4. (c) BSI (104) The "-values should be increased appropriately if the transverse bearing capacity is affected by chases or recesses.193). — they have the same height lw as the braced wall under consideration.3 by: (101) In absence of a more rigorous approach.
— choice of appropriate method of construction. (c) BSI 5 Detailing provisions This clause of ENV 1992-1-1 is applicable except as follows: 5. shall comply with the durability requirements of section 4.7.1.3 “Concrete cover” of ENV 1992-1-1. appropriate concrete composition. © BSI 01-2000 13 .7.2 in ENV 1992-1-1 by: P(101) The serviceability of building components in plain concrete shall be ensured by means of suitable design checks and appropriate detailing. b) with regard to limitation of deformations: — a minimum section size (see 5.4.4.4. — methods of concrete technology (e.4.7 Plain concrete walls 5.4 Serviceability limit states 4. P(104) Any reinforcement provided in plain concrete members. (103) Appropriate measures to ensure adequate serviceability may include: a) with regard to crack formation: — limitation of concrete tensile stresses to acceptable values. tying system where necessary).1 and 4. 5. — provision of joints.1 General Replacement of clause 5. Uncontrolled Copy. — provision of subsidiary structural reinforcement (surface reinforcement.3.9 Construction joints New clause: (101) In construction joints where design concrete tensile stresses are likely to occur. (102) Chases and recesses are allowed only if it has been shown that adequate strength and stability can develop. University of Sheffield. although not taken into account for load bearing purposes.0 General Replacement of clauses 4.4 below). P(102) Particular care is needed where stresses due to structural restraint are expected to occur. 17 July 2003.4.0.1 in ENV 1992-1-1 by: (101) The overall depth hw of a wall should not be smaller than |120| mm for cast in-situ concrete walls. — limitation of slenderness in the case of compression members.4 Structural members 5. Licensed Copy: Sheffield University.g.ENV 1992-1-6:1994 4. curing).4.0.4. an appropriately detailed reinforcement should be placed.
121 — Unreinforced pad footings. 17 July 2003. strip and pad footings approximately axially loaded may be designed and constructed as plain concrete if the ratio of the foundation depth hF to the projection a from the column face is not less than (see Figure 5.4. (c) BSI Figure 5. Uncontrolled Copy. notations 6 Construction and workmanship This clause of ENV 1992-1-1 is applicable as deemed appropriate in each case. Licensed Copy: Sheffield University. 14 © BSI 01-2000 . University of Sheffield.10 Strip and pad footings New clause: (101) In the absence of more detailed data. 7 Quality control This clause of ENV 1992-1-1 is applicable as deemed appropriate in each case.ENV 1992-1-6:1994 5.121): (5.123) where: Bgd is the design value of the ground pressure fctd is the design value of the concrete tensile strength (in the same unit as Bgd) As a simplification the relation hF/a U|2| may be used.
Uncontrolled Copy. Appendix 3 Supplementary information on the ultimate limit states induced by structural deformation Appendix 3 in Part 1-1 of ENV 1992 applies as deemed appropriate in each case. Appendix 2 Non-linear analysis Appendix 2 of ENV 1992-1-1 applies as deemed appropriate in each case. Appendix 4 Checking deflections by calculation Licensed Copy: Sheffield University.ENV 1992-1-6:1994 Appendix 1 Additional provisions for the determination of the effects of time-dependent deformation of concrete Appendix 1 of ENV 1992-1-1 applies for plain concrete structures. 17 July 2003. © BSI 01-2000 15 . University of Sheffield. (c) BSI Appendix 4 in ENV 1992-1-1 applies as deemed appropriate in each case.
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