{"id":445684,"date":"2024-10-20T08:43:03","date_gmt":"2024-10-20T08:43:03","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/bs-en-1992-1-12023\/"},"modified":"2024-10-26T16:13:58","modified_gmt":"2024-10-26T16:13:58","slug":"bs-en-1992-1-12023","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/bsi\/bs-en-1992-1-12023\/","title":{"rendered":"BS EN 1992-1-1:2023"},"content":{"rendered":"

1.1 Scope of FprEN 1992-1-1 (1) This document gives the general basis for the design of structures in plain, reinforced and prestressed concrete made with normal weight, lightweight and heavyweight aggregates. It gives specific rules for buildings, bridges and civil engineering structures, including temporary structures; additional requirements specific to bridges are given in Annex K. The rules are valid under temperature conditions between \u221240 \u00b0C and +100 \u00b0C generally. This document complies with the principles and requirements for the safety, serviceability, durability and robustness of structures, the basis of their design and verification that are given in EN 1990. (2) This document is only concerned with the requirements for resistance, serviceability, durability, robustness and fire resistance of concrete structures. Other requirements, e.g. concerning thermal or sound insulation, are not considered. (3) This document does not cover: – resistance to fire (see EN 1992 1 2); – fastenings in concrete (see EN 1992 4); – seismic design (see EN 1998 (all parts)); – particular aspects of special types of civil engineering works (such as dams, pressure vessels); – structures made with no-fines concrete, aerated or cellular concrete, lightweight aggregate concrete with open structure components; – structures containing steel sections considered in design (see EN 1994 (all parts)) for composite steel and concrete structures; – structural parts made of concrete with a smallest value of the upper sieve aggregate size Dlower < 8 mm (or if known Dmax < 8 mm) unless otherwise stated in this Eurocode. 1.2 Assumptions (1) The assumptions of EN 1990 apply to FprEN 1992-1-1. (2) It is assumed that the requirements for execution and workmanship given in EN 13670 are complied with.<\/p>\n

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PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
2<\/td>\nundefined <\/td>\n<\/tr>\n
21<\/td>\n1 Scope
1.1 Scope of EN 1992-1-1
1.2 Assumptions
2 Normative references <\/td>\n<\/tr>\n
23<\/td>\n3 Terms, definitions and symbols
3.1 Terms and definitions <\/td>\n<\/tr>\n
35<\/td>\n3.2 Symbols and abbreviations
3.2.1 Latin upper case letters <\/td>\n<\/tr>\n
40<\/td>\n3.2.2 Latin lower case letters <\/td>\n<\/tr>\n
49<\/td>\n3.2.3 Greek letters <\/td>\n<\/tr>\n
57<\/td>\n3.3 Symbols in Annex A
3.3.1 Latin upper case letters <\/td>\n<\/tr>\n
58<\/td>\n3.3.2 Latin lower case letters
3.3.3 Greek lower case letters
3.4 Symbols in Annex I
3.4.1 Latin upper case letters
3.4.2 Latin lower case letters <\/td>\n<\/tr>\n
59<\/td>\n3.4.3 Greek lower case letters
3.5 Symbols in Annex J
3.5.1 Latin upper case letters <\/td>\n<\/tr>\n
60<\/td>\n3.5.2 Latin lower-case letters <\/td>\n<\/tr>\n
61<\/td>\n3.5.3 Greek lower-case letters <\/td>\n<\/tr>\n
62<\/td>\n3.6 Symbols in Annex L
3.6.1 Latin upper case letters
3.6.2 Latin lower case letters <\/td>\n<\/tr>\n
63<\/td>\n3.6.3 Greek letters
3.7 Symbols in Annex R
3.7.1 Latin upper case letters <\/td>\n<\/tr>\n
64<\/td>\n3.7.2 Latin lower case letters
3.7.3 Greek letters
3.8 Abbreviations <\/td>\n<\/tr>\n
65<\/td>\n3.9 Units
3.10 Sign conventions
4 Basis of design
4.1 General rules
4.1.1 Basic requirements <\/td>\n<\/tr>\n
66<\/td>\n4.1.2 Structural reliability and quality management
4.1.3 Design service life
4.2 Basic variables
4.2.1 Actions and time-dependent effects
4.2.1.1 General
4.2.1.2 Time-dependent effects
4.2.1.3 Effects resulting from restrained, imposed deformations <\/td>\n<\/tr>\n
67<\/td>\n4.2.1.4 Ground-structure interaction
4.2.1.5 Prestress
4.2.1.6 Effect of water or gas pressure <\/td>\n<\/tr>\n
68<\/td>\n4.2.2 Geometric data
4.3 Verification by the partial factor method
4.3.1 Partial factor for shrinkage action
4.3.2 Partial factors for prestress action <\/td>\n<\/tr>\n
69<\/td>\n4.3.3 Partial factors for materials
4.4 Requirements for connection of elements to concrete members <\/td>\n<\/tr>\n
70<\/td>\n5 Materials
5.1 Concrete
5.1.1 General
5.1.2 Properties and related conditions <\/td>\n<\/tr>\n
71<\/td>\n5.1.3 Strength <\/td>\n<\/tr>\n
72<\/td>\n5.1.4 Elastic deformation
5.1.5 Creep and shrinkage <\/td>\n<\/tr>\n
74<\/td>\n5.1.6 Design assumptions <\/td>\n<\/tr>\n
76<\/td>\n5.2 Reinforcing steel
5.2.1 General
5.2.2 Properties <\/td>\n<\/tr>\n
77<\/td>\n5.2.3 Welding of reinforcing bars
5.2.4 Design assumptions <\/td>\n<\/tr>\n
78<\/td>\n5.2.5 Reinforcement bar couplers
5.2.6 Headed bars for reinforcement
5.3 Prestressing steel
5.3.1 General <\/td>\n<\/tr>\n
79<\/td>\n5.3.2 Properties <\/td>\n<\/tr>\n
80<\/td>\n5.3.3 Design assumptions <\/td>\n<\/tr>\n
81<\/td>\n5.4 Prestressing systems
5.4.1 General <\/td>\n<\/tr>\n
82<\/td>\n5.4.2 Anchorage zones
6 Durability and concrete cover
6.1 General
6.2 Requirements for durability <\/td>\n<\/tr>\n
83<\/td>\n6.3 Environmental exposure conditions <\/td>\n<\/tr>\n
87<\/td>\n6.4 Exposure resistance classes <\/td>\n<\/tr>\n
88<\/td>\n6.5 Concrete cover
6.5.1 Nominal cover
6.5.2 Minimum cover
6.5.2.1 General <\/td>\n<\/tr>\n
89<\/td>\n6.5.2.2 Minimum cover for durability <\/td>\n<\/tr>\n
91<\/td>\n6.5.2.3 Minimum cover for bond <\/td>\n<\/tr>\n
92<\/td>\n6.5.3 Allowance in design for deviation in cover <\/td>\n<\/tr>\n
93<\/td>\n7 Structural analysis
7.1 General
7.2 Structural modelling for analysis
7.2.1 Geometric imperfections
7.2.1.1 General <\/td>\n<\/tr>\n
94<\/td>\n7.2.1.2 Representation of imperfections <\/td>\n<\/tr>\n
97<\/td>\n7.2.2 Idealisation of the structure
7.2.3 Geometric data <\/td>\n<\/tr>\n
99<\/td>\n7.3 Methods of analysis
7.3.1 Linear elastic analysis <\/td>\n<\/tr>\n
100<\/td>\n7.3.2 Linear elastic analysis with redistribution <\/td>\n<\/tr>\n
102<\/td>\n7.3.3 Plastic analysis
7.3.3.1 General
7.3.3.2 Analysis for beams, frames and slabs without verification of rotation capacity
7.3.3.3 Analysis with stress fields and strut-and-tie models
7.3.4 Non-linear analysis <\/td>\n<\/tr>\n
103<\/td>\n7.4 Second order structural analysis of members and systems with axial force
7.4.1 General <\/td>\n<\/tr>\n
104<\/td>\n7.4.2 Creep
7.4.3 Methods of analysis
7.4.3.1 General <\/td>\n<\/tr>\n
105<\/td>\n7.4.3.2 Simplified methods based on nominal curvature and second order linear analysis
7.4.3.3 General non-linear analysis method <\/td>\n<\/tr>\n
106<\/td>\n7.4.4 Compression member with biaxial bending <\/td>\n<\/tr>\n
107<\/td>\n7.5 Lateral instability of slender beams
7.6 Prestressed members and structures
7.6.1 General <\/td>\n<\/tr>\n
108<\/td>\n7.6.2 Prestressing force
7.6.3 Immediate losses of prestress
7.6.3.1 General <\/td>\n<\/tr>\n
109<\/td>\n7.6.3.2 Losses due to friction <\/td>\n<\/tr>\n
110<\/td>\n7.6.3.3 Losses due to anchorage seating
7.6.3.4 Losses due to the instantaneous deformation of concrete
7.6.4 Time dependent losses of prestress <\/td>\n<\/tr>\n
111<\/td>\n7.6.5 Effects of prestressing at ultimate limit state <\/td>\n<\/tr>\n
112<\/td>\n8 Ultimate Limit States (ULS)
8.1 Bending with or without axial force
8.1.1 General <\/td>\n<\/tr>\n
114<\/td>\n8.1.2 Stress distribution in the compression zones
8.1.3 Bending in slabs <\/td>\n<\/tr>\n
115<\/td>\n8.1.4 Confined concrete <\/td>\n<\/tr>\n
117<\/td>\n8.2 Shear
8.2.1 General verification procedure <\/td>\n<\/tr>\n
121<\/td>\n8.2.2 Detailed verification for members without shear reinforcement <\/td>\n<\/tr>\n
125<\/td>\n8.2.3 Members with shear reinforcement <\/td>\n<\/tr>\n
130<\/td>\n8.2.4 In-plane shear and transverse bending <\/td>\n<\/tr>\n
131<\/td>\n8.2.5 Shear between web and flanges <\/td>\n<\/tr>\n
133<\/td>\n8.2.6 Shear at interfaces <\/td>\n<\/tr>\n
138<\/td>\n8.3 Torsion and combined actions
8.3.1 General considerations for torsion
8.3.2 Internal forces due to torsion in compact or closed sections <\/td>\n<\/tr>\n
139<\/td>\n8.3.3 Internal forces due to torsion in open sections
8.3.4 Torsional resistance of compact or closed sections <\/td>\n<\/tr>\n
140<\/td>\n8.3.5 Design procedure for combination of actions <\/td>\n<\/tr>\n
141<\/td>\n8.3.6 Interaction formula
8.4 Punching
8.4.1 General <\/td>\n<\/tr>\n
142<\/td>\n8.4.2 Shear-resisting effective depth, control perimeter and shear stress <\/td>\n<\/tr>\n
146<\/td>\n8.4.3 Punching shear resistance of slabs without shear reinforcement <\/td>\n<\/tr>\n
149<\/td>\n8.4.4 Punching shear resistance of slabs with shear reinforcement <\/td>\n<\/tr>\n
152<\/td>\n8.5 Design with strut-and-tie models and stress fields
8.5.1 General <\/td>\n<\/tr>\n
154<\/td>\n8.5.2 Struts and compression fields <\/td>\n<\/tr>\n
156<\/td>\n8.5.3 Ties
8.5.4 Nodes
8.5.4.1 Definitions <\/td>\n<\/tr>\n
157<\/td>\n8.5.4.2 CCC nodes
8.5.4.3 CCT nodes <\/td>\n<\/tr>\n
158<\/td>\n8.5.4.4 CTT nodes <\/td>\n<\/tr>\n
159<\/td>\n8.5.5 Transfer of concentrated forces into a member <\/td>\n<\/tr>\n
161<\/td>\n8.6 Partially loaded areas <\/td>\n<\/tr>\n
164<\/td>\n9 Serviceability Limit States (SLS)
9.1 General <\/td>\n<\/tr>\n
165<\/td>\n9.2 Stress limitations and crack control
9.2.1 General considerations <\/td>\n<\/tr>\n
167<\/td>\n9.2.2 Minimum reinforcement areas to avoid yielding <\/td>\n<\/tr>\n
169<\/td>\n9.2.3 Refined control of cracking <\/td>\n<\/tr>\n
175<\/td>\n9.3 Deflection control
9.3.1 General consideration
9.3.2 Simplified deflection control by span\/depth-ratio for buildings <\/td>\n<\/tr>\n
177<\/td>\n9.3.3 Simplified calculation of deflections for reinforced concrete building structures <\/td>\n<\/tr>\n
178<\/td>\n9.3.4 General method for deflection calculations <\/td>\n<\/tr>\n
179<\/td>\n9.4 Vibrations <\/td>\n<\/tr>\n
180<\/td>\n10 Fatigue
10.1 General
10.2 Combination of actions
10.3 Internal forces and stresses for fatigue verification <\/td>\n<\/tr>\n
182<\/td>\n10.4 Simplified verification of reinforcing or prestressing steel
10.5 Simplified verification of concrete under compression <\/td>\n<\/tr>\n
183<\/td>\n10.6 Simplified verification of concrete under shear
10.7 Simplified verification of shear at interfaces <\/td>\n<\/tr>\n
184<\/td>\n11 Detailing of reinforcement and post-tensioning tendons
11.1 General
11.2 Spacing of bars <\/td>\n<\/tr>\n
185<\/td>\n11.3 Permissible mandrel diameters for bent bars <\/td>\n<\/tr>\n
186<\/td>\n11.4 Anchorage of reinforcing steel in tension and compression
11.4.1 General <\/td>\n<\/tr>\n
187<\/td>\n11.4.2 Anchorage of straight bars <\/td>\n<\/tr>\n
190<\/td>\n11.4.3 Anchorage of bundles <\/td>\n<\/tr>\n
191<\/td>\n11.4.4 Anchorage of bars with bends and hooks
11.4.5 Anchorage of bars with welded transverse reinforcement <\/td>\n<\/tr>\n
192<\/td>\n11.4.6 Anchorage of U-bar loops
11.4.7 Anchorage of headed bars in tension <\/td>\n<\/tr>\n
194<\/td>\n11.4.8 Anchorage of bonded post-installed reinforcing steel <\/td>\n<\/tr>\n
195<\/td>\n11.5 Laps of reinforcing steel in tension and compression and mechanical couplers
11.5.1 General
11.5.2 All types of laps <\/td>\n<\/tr>\n
199<\/td>\n11.5.3 Laps of bundles <\/td>\n<\/tr>\n
200<\/td>\n11.5.4 Laps using U-bar loops <\/td>\n<\/tr>\n
202<\/td>\n11.5.5 Laps using headed bars <\/td>\n<\/tr>\n
204<\/td>\n11.5.6 Mechanical couplers
11.5.7 Full penetration butt weld and fillet weld splices <\/td>\n<\/tr>\n
205<\/td>\n11.6 Post-tensioning tendons
11.6.1 General
11.6.2 Minimum spacing of ducts <\/td>\n<\/tr>\n
206<\/td>\n11.6.3 Minimum radius of curvature and straight length of tendons adjacent to anchorages <\/td>\n<\/tr>\n
207<\/td>\n11.6.4 Anchorages, couplers and deviators of post-tensioning tendons
11.7 Deviation forces due to curved tensile and compressive chords <\/td>\n<\/tr>\n
208<\/td>\n12 Detailing of members and particular rules
12.1 General
12.2 Minimum reinforcement rules <\/td>\n<\/tr>\n
210<\/td>\n12.3 Beams
12.3.1 General <\/td>\n<\/tr>\n
212<\/td>\n12.3.2 Longitudinal reinforcement <\/td>\n<\/tr>\n
213<\/td>\n12.3.3 Shear and torsion reinforcement <\/td>\n<\/tr>\n
215<\/td>\n12.3.4 Suspension reinforcement for indirect support
12.4 Slabs
12.4.1 General <\/td>\n<\/tr>\n
217<\/td>\n12.4.2 Shear reinforcement
12.5 Slab-column connections and column bases
12.5.1 Punching shear reinforcement <\/td>\n<\/tr>\n
220<\/td>\n12.5.2 Integrity reinforcement against progressive collapse of flat slabs <\/td>\n<\/tr>\n
221<\/td>\n12.6 Columns <\/td>\n<\/tr>\n
222<\/td>\n12.7 Walls and deep beams <\/td>\n<\/tr>\n
223<\/td>\n12.8 Foundations <\/td>\n<\/tr>\n
225<\/td>\n12.9 Tying systems for robustness of buildings
12.9.1 General <\/td>\n<\/tr>\n
226<\/td>\n12.9.2 Dimensioning of ties
12.9.2.1 Peripheral ties
12.9.2.2 Internal ties
12.9.2.3 Horizontal ties to columns and\/or walls
12.9.2.4 Vertical ties
12.9.3 Required resistances for ties <\/td>\n<\/tr>\n
227<\/td>\n12.10 Supports, bearings and expansion joints <\/td>\n<\/tr>\n
230<\/td>\n13 Additional rules for precast concrete elements and structures
13.1 General
13.2 Specific requirements
13.3 Concrete
13.3.1 Strength for heat curing
13.3.2 Creep and shrinkage <\/td>\n<\/tr>\n
231<\/td>\n13.4 Structural analysis
13.4.1 General
13.4.2 Losses of prestress during heat curing
13.4.2.1 Relaxation losses <\/td>\n<\/tr>\n
232<\/td>\n13.4.2.2 Thermal losses
13.5 Design and detailing of pre-tensioning tendons
13.5.1 Arrangement of tendons <\/td>\n<\/tr>\n
233<\/td>\n13.5.2 Anchorage zones
13.5.3 Transfer of prestress <\/td>\n<\/tr>\n
234<\/td>\n13.5.4 Anchorage of tensile force at ULS <\/td>\n<\/tr>\n
235<\/td>\n13.5.5 Shear resistance of precast members without shear reinforcement <\/td>\n<\/tr>\n
236<\/td>\n13.6 Floor systems for buildings
13.6.1 Distribution of loads <\/td>\n<\/tr>\n
237<\/td>\n13.6.2 Diaphragm action
13.6.3 Tying systems for buildings <\/td>\n<\/tr>\n
238<\/td>\n13.7 Connections and supports
13.7.1 Connections <\/td>\n<\/tr>\n
240<\/td>\n13.7.2 Supports
13.8 Pocket foundations for buildings
13.8.1 General
13.8.2 Pocket foundations with keyed surface <\/td>\n<\/tr>\n
241<\/td>\n13.8.3 Pocket foundations with smooth or rough surfaces <\/td>\n<\/tr>\n
242<\/td>\n14 Plain and lightly reinforced concrete structures
14.1 General
14.2 Concrete
14.3 Structural analysis <\/td>\n<\/tr>\n
243<\/td>\n14.4 Ultimate limit states
14.4.1 General
14.4.2 Design resistance to bending with axial force
14.4.3 Shear <\/td>\n<\/tr>\n
244<\/td>\n14.4.4 Torsion
14.4.5 Ultimate limit states induced by structural deformation (buckling)
14.4.5.1 Slenderness of columns and walls <\/td>\n<\/tr>\n
246<\/td>\n14.4.5.2 Simplified design method for walls and columns
14.5 Serviceability limit states <\/td>\n<\/tr>\n
247<\/td>\n14.6 Detailing of members and particular rules
14.6.1 Structural members
14.6.2 Construction joints
14.6.3 Strip and pad footings <\/td>\n<\/tr>\n
248<\/td>\nAnnex A (informative)Adjustment of partial factors for materials
A.1 Use of this annex
A.2 Scope and fields of application
A.3 General <\/td>\n<\/tr>\n
255<\/td>\nAnnex B (normative)Time dependent behaviour of materials: strength, creep, shrinkage and elastic strain of concrete and relaxation of prestressing steel
B.1 Use of this annex
B.2 Scope and field of application
B.3 General <\/td>\n<\/tr>\n
256<\/td>\nB.4 Development of concrete strength and stiffness with time <\/td>\n<\/tr>\n
257<\/td>\nB.5 Basic formulae for determining the creep coefficient <\/td>\n<\/tr>\n
260<\/td>\nB.6 Basic formulae for determining the shrinkage strain <\/td>\n<\/tr>\n
262<\/td>\nB.7 Tests on elastic deformations, creep and shrinkage <\/td>\n<\/tr>\n
263<\/td>\nB.8 Detailed analysis for creep at variable loading <\/td>\n<\/tr>\n
264<\/td>\nB.9 Relaxation of prestressing steel <\/td>\n<\/tr>\n
266<\/td>\nAnnex C (normative)Requirements for materials
C.1 Use of this annex
C.2 Scope and field of application
C.3 Concrete
C.3.1 Normal weight, heavy weight and Lightweight Aggregate Concrete (LWAC)
C.4 Reinforcing steel
C.4.1 Carbon reinforcing steel <\/td>\n<\/tr>\n
268<\/td>\nC.4.2 Stainless reinforcing steel <\/td>\n<\/tr>\n
269<\/td>\nC.5 Prestressing steel <\/td>\n<\/tr>\n
272<\/td>\nC.6 Couplers <\/td>\n<\/tr>\n
273<\/td>\nC.7 Headed bars
C.8 Post-installed reinforcing steel systems <\/td>\n<\/tr>\n
275<\/td>\nAnnex D (informative)Evaluation of early-age and long-term cracking due to restraint
D.1 Use of this annex
D.2 Scope and field of application
D.3 General <\/td>\n<\/tr>\n
276<\/td>\nD.4 Assessment of temperature history
D.4.1 General <\/td>\n<\/tr>\n
277<\/td>\nD.4.2 Material properties related to temperature development <\/td>\n<\/tr>\n
278<\/td>\nD.5 Stress calculations <\/td>\n<\/tr>\n
279<\/td>\nD.6 Crack width calculations <\/td>\n<\/tr>\n
280<\/td>\nAnnex E (normative)Additional rules for fatigue verification
E.1 Use of this annex
E.2 Scope and field of application
E.3 General
E.4 Verification using damage equivalent stress range
E.4.1 General
E.4.2 Verification for reinforcement <\/td>\n<\/tr>\n
282<\/td>\nE.4.3 Verification for concrete
E.5 Explicit verifications using Palmgren-Miner Rule
E.5.1 Verification conditions <\/td>\n<\/tr>\n
283<\/td>\nE.5.2 Verification procedure for reinforcing and prestressing steel
E.5.3 Verification procedure for concrete under compression <\/td>\n<\/tr>\n
285<\/td>\nAnnex F (informative)Safety formats for non-linear analysis
F.1 Use of this annex
F.2 Scope and field of application
F.3 General <\/td>\n<\/tr>\n
286<\/td>\nF.4 Partial factor method (PFM) <\/td>\n<\/tr>\n
287<\/td>\nF.5 Global factor method (GFM)
F.5.1 General
F.5.2 Determination of the global resistance factor <\/td>\n<\/tr>\n
288<\/td>\nF.5.3 Additional material parameters
F.6 Full probabilistic method
F.7 Model uncertainty <\/td>\n<\/tr>\n
290<\/td>\nAnnex G (normative)Design of membrane-, shell- and slab elements
G.1 Use of this annex
G.2 Scope and field of application
G.3 Design of membrane elements in ULS <\/td>\n<\/tr>\n
292<\/td>\nG.4 Design of shell- and slab elements in ULS <\/td>\n<\/tr>\n
295<\/td>\nG.5 Refined control of cracking in membrane elements in SLS <\/td>\n<\/tr>\n
297<\/td>\nAnnex H (informative)Guidance on design of concrete structures for water-tightness
H.1 Use of this annex
H.2 Scope and field of application
H.3 General
H.4 Tightness classes
H.4.1 Classification <\/td>\n<\/tr>\n
298<\/td>\nH.4.2 Tightness requirements <\/td>\n<\/tr>\n
300<\/td>\nAnnex I (informative)Assessment of Existing Structures
I.1 Use of this annex
I.2 Scope and field of application
I.3 General <\/td>\n<\/tr>\n
301<\/td>\nI.4 Basis of assessment <\/td>\n<\/tr>\n
303<\/td>\nI.5 Materials <\/td>\n<\/tr>\n
305<\/td>\nI.6 Durability – Minimum cover for bond <\/td>\n<\/tr>\n
306<\/td>\nI.7 Structural analysis <\/td>\n<\/tr>\n
307<\/td>\nI.8 Ultimate Limit States (ULS) <\/td>\n<\/tr>\n
314<\/td>\nI.9 Serviceability Limit States (SLS)
I.10 Fatigue <\/td>\n<\/tr>\n
315<\/td>\nI.11 Detailing of reinforcement and post-tensioning tendons <\/td>\n<\/tr>\n
318<\/td>\nI.12 Detailing of members and particular rules – Minimum reinforcement rules <\/td>\n<\/tr>\n
319<\/td>\nAnnex J (informative)Strengthening of Existing Concrete Structures with CFRP
J.1 Use of this annex
J.2 Scope and field of application
J.3 General
J.4 Basis of design <\/td>\n<\/tr>\n
320<\/td>\nJ.5 Materials
J.5.1 General
J.5.2 Properties <\/td>\n<\/tr>\n
321<\/td>\nJ.5.3 Design assumptions <\/td>\n<\/tr>\n
322<\/td>\nJ.6 Durability
J.7 Structural analysis <\/td>\n<\/tr>\n
323<\/td>\nJ.8 Ultimate Limit States (ULS)
J.8.1 Bending with or without axial force
J.8.1.1 General
J.8.1.2 Concrete columns confined with closed CFRP wrapping <\/td>\n<\/tr>\n
325<\/td>\nJ.8.2 Shear
J.8.2.1 General verification procedure <\/td>\n<\/tr>\n
326<\/td>\nJ.8.2.2 Detailed verification for members not requiring design shear reinforcement
J.8.2.3 Members requiring design shear reinforcement <\/td>\n<\/tr>\n
328<\/td>\nJ.8.3 Torsion and combined actions
J.8.4 Punching
J.8.5 Design with strut-and-tie models and stress fields
J.9 Serviceability Limit States (SLS) <\/td>\n<\/tr>\n
329<\/td>\nJ.10 Fatigue
J.10.1 Basic fatigue analysis for externally bonded CFRP systems
J.10.2 Refined fatigue analysis for externally bonded CFRP systems <\/td>\n<\/tr>\n
330<\/td>\nJ.10.3 Near surface mounted CFRP strips
J.11 Bond and anchorage of CFRP systems
J.11.1 Anchorage of ABR strengthening systems
J.11.1.1 Basic anchorage resistance \u2014 CFRP to concrete for EBR strengthening <\/td>\n<\/tr>\n
331<\/td>\nJ.11.1.2 EBR anchorage requirements \u2014 flexure <\/td>\n<\/tr>\n
335<\/td>\nJ.11.1.3 Basic anchorage resistance \u2014 CFRP strips to concrete for NSM CFRP strengthening <\/td>\n<\/tr>\n
336<\/td>\nJ.12 Detailing of members and particular rules
J.12.1 Flexural strengthening with externally bonded CFRP
J.12.2 Flexural strengthening with NSM CFRP <\/td>\n<\/tr>\n
337<\/td>\nJ.12.3 Permissible radius for bending of CFRP
J.12.4 Permissible layers of CF sheets and CFRP strips
J.12.5 Lapping of closed wrapped strengthening systems
J.13 Additional rules for precast concrete elements and structures
J.14 Lightly reinforced concrete structures
J.15 Material requirements for ABR strengthening systems <\/td>\n<\/tr>\n
338<\/td>\nAnnex K (normative)Bridges
K.1 Use of this annex
K.2 Scope and field of application
K.3 Terms, definitions and symbols
K.4 Basis of design
K.5 Materials
K.6 Durability and concrete cover <\/td>\n<\/tr>\n
340<\/td>\nK.7 Structural analysis
K.8 Ultimate limit states (ULS)
K.9 Serviceability limit states (SLS) <\/td>\n<\/tr>\n
341<\/td>\nK.10 Fatigue verification
K.10.1 General
K.10.2 General rules using damage equivalent stress range
K.10.3 Verification for reinforcement using damage equivalent stress range
K.10.3.1 General <\/td>\n<\/tr>\n
342<\/td>\nK.10.3.2 Road bridges <\/td>\n<\/tr>\n
345<\/td>\nK.10.3.3 Railway bridges <\/td>\n<\/tr>\n
347<\/td>\nK.10.4 Verification for concrete using damage equivalent stress range
K.10.4.1 Road bridges
K.10.4.2 Railway bridges <\/td>\n<\/tr>\n
350<\/td>\nK.11 Detailing of reinforcement and post-tensioning tendons
K.12 Detailing of members and particular rules
K.12.1 General
K.12.2 Minimum reinforcement rules <\/td>\n<\/tr>\n
351<\/td>\nK.12.3 Bridges with external or unbonded internal tendons
K.12.4 Cable stayed, extradosed and suspension bridges <\/td>\n<\/tr>\n
352<\/td>\nK.13 Additional rules for precast concrete elements and structures <\/td>\n<\/tr>\n
353<\/td>\nK.14 Plain and lightly reinforced concrete structures
K.15 Amendments to Annex G <\/td>\n<\/tr>\n
354<\/td>\nAnnex L (informative)Steel Fibre Reinforced Concrete Structures
L.1 Use of this annex
L.2 Scope and field of application
L.3 General
L.4 Basis of design – Partial factors for materials <\/td>\n<\/tr>\n
355<\/td>\nL.5 Materials
L.5.1 Properties
L.5.2 Strength
L.5.3 Elastic deformation
L.5.4 Creep and shrinkage <\/td>\n<\/tr>\n
356<\/td>\nL.5.5 Design assumptions
L.5.5.1 Design residual tensile strengths <\/td>\n<\/tr>\n
357<\/td>\nL.5.5.2 Stress-strain relation for structural analysis <\/td>\n<\/tr>\n
358<\/td>\nL.6 Durability – Minimum cover
L.7 Structural analysis – Plastic analysis <\/td>\n<\/tr>\n
359<\/td>\nL.8 Ultimate Limit States (ULS)
L.8.1 Bending with or without axial force <\/td>\n<\/tr>\n
360<\/td>\nL.8.2 Shear
L.8.2.1 General verification procedure
L.8.2.2 Detailed verification for members without shear reinforcement <\/td>\n<\/tr>\n
361<\/td>\nL.8.2.3 Members with shear reinforcement
L.8.3 Torsion – Torsional resistance of compact or closed sections
L.8.4 Punching
L.8.4.1 Punching shear resistance of SFRC slabs without shear reinforcement <\/td>\n<\/tr>\n
362<\/td>\nL.8.4.2 Punching shear resistance of SFRC slabs with shear reinforcement
L.8.5 Design with strut-and-tie models – Ties
L.8.6 Partially loaded areas
L.9 Serviceability Limit States (SLS) – Crack control
L.9.1 General considerations
L.9.2 Minimum reinforcement areas to avoid yielding
L.9.3 Refined control of cracking <\/td>\n<\/tr>\n
363<\/td>\nL.10 Fatigue
L.11 Detailing of reinforcement and post-tensioning tendons
L.11.1 General
L.11.2 Spacing of bars
L.12 Detailing of members and particular rules
L.12.1 Minimum reinforcement rules <\/td>\n<\/tr>\n
364<\/td>\nL.12.2 Beams
L.12.2.1 Longitudinal reinforcement
L.12.2.2 Shear and torsion reinforcement
L.12.3 Slabs
L.12.3.1 General
L.12.3.2 Shear reinforcement <\/td>\n<\/tr>\n
365<\/td>\nL.12.4 Walls and deep beams
L.12.5 Tying systems for robustness of buildings
L.13 Additional rules for precast concrete elements and structures
L.13.1 Concrete – Strength of SFRC
L.13.2 Connections and supports
L.14 Lightly reinforced SFRC structures
L.14.1 General
L.14.2 Concrete <\/td>\n<\/tr>\n
366<\/td>\nL.14.3 Ultimate limit states (ULS) – Shear resistance of lightly reinforced SFRC members without longitudinal reinforcement
L.14.4 Serviceability limit states (SLS)
L.14.5 Detailing of members and particular rules
L.14.5.1 SFRC Column footing on rock
L.14.5.2 Foundations directly on ground
L.14.5.3 Foundations on piles
L.14.5.4 Tunnel lining segments
L.15 Requirements for Materials: SFRC <\/td>\n<\/tr>\n
368<\/td>\nAnnex M (normative)Lightweight aggregate concrete structures
M.1 Use of this annex
M.2 Scope and field of application
M.3 General <\/td>\n<\/tr>\n
371<\/td>\nAnnex N (informative)Recycled aggregates concrete structures
N.1 Use of this annex
N.2 Scope and field of application
N.3 General <\/td>\n<\/tr>\n
374<\/td>\nAnnex O (informative)Simplified approaches for second order effects
O.1 Use of this Annex
O.2 Scope and field of application
O.3 Critical load of building structures <\/td>\n<\/tr>\n
375<\/td>\nO.4 Critical load of isolated members <\/td>\n<\/tr>\n
376<\/td>\nO.5 Slenderness ratio and effective length of isolated members <\/td>\n<\/tr>\n
377<\/td>\nO.6 Slenderness criteria for isolated members
O.7 Simplified analysis of isolated members based on nominal curvature
O.7.1 General
O.7.2 Design moments <\/td>\n<\/tr>\n
379<\/td>\nO.7.3 Nominal curvature <\/td>\n<\/tr>\n
380<\/td>\nO.8 Second order elastic method
O.8.1 General
O.8.2 Moment magnification method <\/td>\n<\/tr>\n
382<\/td>\nAnnex P (informative)Alternative cover approach for durability
P.1 Use of this Annex
P.2 Scope and field of application
P.3 Minimum cover <\/td>\n<\/tr>\n
384<\/td>\nP.4 Indicative strength classes for durability <\/td>\n<\/tr>\n
385<\/td>\nAnnex Q (normative)Stainless reinforcing steel
Q.1 Use of this annex
Q.2 Scope and field of application
Q.3 General <\/td>\n<\/tr>\n
386<\/td>\nQ.4 Minimum cover for durability <\/td>\n<\/tr>\n
387<\/td>\nQ.5 Fatigue verification <\/td>\n<\/tr>\n
388<\/td>\nAnnex R (informative)Embedded FRP reinforcement
R.1 Use of this annex
R.2 Scope and field of application
R.3 General
R.4 Verification- Partial factors for FRP reinforcement <\/td>\n<\/tr>\n
389<\/td>\nR.5 Materials
R.5.1 General
R.5.2 Properties <\/td>\n<\/tr>\n
390<\/td>\nR.5.3 Design assumptions <\/td>\n<\/tr>\n
391<\/td>\nR.6 Durability – Concrete cover
R.7 Structural analysis
R.8 Ultimate Limit States (ULS)
R.8.1 Bending with or without axial forces
R.8.2 Shear <\/td>\n<\/tr>\n
392<\/td>\nR.8.3 Torsion <\/td>\n<\/tr>\n
393<\/td>\nR.8.4 Punching
R.8.5 Design with strut-and-tie models and stress fields
R.9 Serviceability Limit States (SLS) – Special rules for FRP reinforcement
R.9.1 General
R.9.2 Stress limitation and crack control <\/td>\n<\/tr>\n
394<\/td>\nR.9.3 Deflection control
R.10 Fatigue
R.11 Detailing of FRP reinforcement
R.11.1 General
R.11.2 Spacing of bars <\/td>\n<\/tr>\n
395<\/td>\nR.11.3 Permissible mandrel diameters for bent bars
R.11.4 Anchorage of FRP reinforcement in tension and compression <\/td>\n<\/tr>\n
396<\/td>\nR.11.5 Laps of FRP reinforcement in tension
R.11.6 Post-tensioning tendons
R.11.7 Deviation forces due to curved tensile and compressive chords
R.12 Detailing of members and particular rules
R.12.1 General <\/td>\n<\/tr>\n
397<\/td>\nR.12.2 Minimum reinforcement rules
R.12.3 Beams
R.12.4 Slabs <\/td>\n<\/tr>\n
398<\/td>\nR.12.5 Slab-column connections and column bases
R.12.6 Columns
R.12.7 Walls and deep beams
R.12.8 Foundations
R.12.9 Tying systems for robustness of buildings
R.12.10 Supports, bearings and expansion joints
R.13 Additional rules for precast concrete elements and structures
R.14 Lightly reinforced concrete structures <\/td>\n<\/tr>\n
399<\/td>\nR.15 Material requirements for FRP reinforcement
R.16 Surface reinforcement for large diameter bars <\/td>\n<\/tr>\n
400<\/td>\nAnnex S (informative)Minimum reinforcement for crack control and simplified control of cracking
S.1 Use of this annex
S.2 Scope and field of application
S.3 Minimum reinforcement areas for crack width control <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

Eurocode 2. Design of concrete structures – General rules and rules for buildings, bridges and civil engineering structures<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
BSI<\/b><\/a><\/td>\n2023<\/td>\n408<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":445693,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[1249,2641],"product_tag":[],"class_list":{"0":"post-445684","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-91-080-40","7":"product_cat-bsi","9":"first","10":"instock","11":"sold-individually","12":"shipping-taxable","13":"purchasable","14":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/445684","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/445693"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=445684"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=445684"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=445684"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}