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BSI 23/30458284 DC 2023

BSI 23/30458284 DC 2023

$24.66

BS EN 1998-3. Eurocode 8. Design of structures for earthquake resistance – Part 3. Assessment and retrofitting of buildings and bridges

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BSI 2023 203
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PDF Catalog

PDF Pages PDF Title
1 30458284.pdf
3 41_e_stf (4).pdf
10 0.1 Introduction to the Eurocodes
0.2 Introduction to ENĀ 1998 (all parts)
11 0.3 Introduction to prENĀ 1998-3
12 0.4 Verbal forms used in the Eurocodes
0.5 National annex for prENĀ 1998-3
14 1 Scope
1.1 Scope of prENĀ 1998-3
1.2 Assumptions
15 2 Normative references
3 Terms, definitions and symbols
3.1 Terms and definitions
16 3.2 Symbols and abbreviations
3.2.1 Symbols
3.2.1.1 Symbols used in Clause 8 and Annex B
21 3.2.1.2 Symbols used in Clause 9
23 3.2.1.3 Symbols used in Clause 10 and Annex C
25 3.2.1.4 Symbols used in Clause 11 and Annex D
30 3.2.2 Abbreviations
31 3.3 S.I. Units
32 4 Basis of design
4.1 Performance requirements
4.2 Compliance criteria for existing structures
4.2.1 Specificity of existing structures
33 4.2.2 Verification rules
34 4.2.3 Verification of Limit States
4.2.3.1 General
4.2.3.2 Limit State of Near Collapse (NC)
4.2.3.3 Limit State of Significant Damage (SD)
4.2.3.4 Limit State of Damage Limitation (DL)
35 4.2.3.5 Fully Operational Limit State (OP)
4.3 General procedure for the assessment and retrofitting design
4.3.1 Seismic assessment in the current state
36 4.3.2 Design of retrofitting
5 Information for structural assessment
5.1 General information and history
37 5.2 Required input data
5.3 Knowledge levels: Definitions
38 5.4 Knowledge levels: identification
5.4.1 Geometry
39 5.4.2 Preliminary analysis
5.4.3 Construction details
40 5.4.4 Materials
5.5 Representative values of material properties
42 6 Modelling, structural analysis and verification
6.1 General
6.2 Modelling
43 6.3 Analysis: Force-based approach
6.3.1 Reduced spectrum for the force-based approach
44 6.4 Analysis: Displacement-based approach
6.4.1 Linear elastic analysis
6.4.2 Non-linear static analysis
6.4.2.1 General
45 6.4.3 Non-linear response-history analysis
6.5 Safety verifications
6.5.1 General
6.5.2 Verifications to Near Collapse limit state
6.5.2.1 General
6.5.2.2 Verifications in local terms using linear elastic analysis
46 6.5.2.3 Verifications in local terms using non-linear analysis
6.5.2.4 Verification in global terms
6.5.3 Verifications to additional limit states
47 7 Design of structural intervention
7.1 Criteria for a structural intervention
7.1.1 General
7.1.2 General technical criteria
48 7.1.3 Types of intervention
7.1.4 Ancillary elements
49 7.1.5 Justification of the selected intervention type
7.2 Retrofit design procedure
8 Specific rules for reinforced concrete structures
8.1 Scope
50 8.2 Identification of geometry, details and materials
8.2.1 General
8.2.2 Geometry
8.2.3 Details
51 8.2.4 Materials
8.2.4.1 General
8.2.4.2 Concrete
52 8.2.4.3 Steel reinforcement
53 8.3 Structural modelling
54 8.4 Resistance models for assessment
8.4.1 Introduction
8.4.2 Beams, columns and walls under flexure with or without axial force
8.4.2.1 General
8.4.2.2 Members with continuous ribbed bars
55 8.4.2.3 Members with ribbed bars, lap-spliced starting at the end section
56 8.4.2.4 Columns with smooth bars lap-spliced at floor levels
61 8.4.3 Beams, columns and walls: verification of shear in critical zones
8.4.4 Beam-column joints
8.5 Verification of limit states
8.5.1 Beams, columns and walls under flexure with and without axial force
8.5.1.1 Limit state of Near Collapse (NC)
62 8.5.1.2 Limit state of Significant Damage (SD)
8.5.1.3 Limit state of Damage Limitation (DL)
8.5.2 Beams, columns and walls: shear
8.5.2.1 Limit state of Near Collapse (NC)
63 8.5.2.2 Limit state of Significant Damage (SD) and Damage Limitation (DL)
8.5.3 Beam-column joints
8.5.3.1 Limit state of Near Collapse (NC)
64 8.5.3.2 Limit state of Significant Damage (SD) and Damage Limitation (DL)
8.6 Resistance models for retrofitting
8.6.1 General
65 8.6.2 Concrete jacketing
8.6.2.1 General
8.6.2.2 Enhancement of strength, stiffness and deformation capacity
66 8.6.3 Steel jacketing
8.6.3.1 Introduction
8.6.3.2 Shear strength
67 8.6.3.3 Clamping of lap-splices
8.6.4 FRP plating and wrapping
8.6.4.1 General
8.6.4.2 Beam, columns and walls under flexure with and without axial force
71 8.6.4.3 Shear resistance
72 9 Specific rules for steel and composite structures
9.1 Scope
9.2 Identification of geometry, details and materials
9.2.1 General
73 9.2.2 Geometry
9.2.3 Details
74 9.2.4 Materials
9.2.4.1 General
76 9.2.4.2 Structural steel
77 9.2.4.3 Weld metal
78 9.2.4.4 Rivet material
9.2.4.5 Fastener material
79 9.2.4.6 Concrete
9.2.4.7 Steel reinforcement
9.3 Structural modelling
82 9.4 Resistance models for assessment
9.4.1 General
83 9.4.2 Beams and columns under flexure with or without axial load
9.4.2.1 General
84 9.4.2.2 Steel beams in rigid full-strength beam-to-column joints
85 9.4.2.3 Composite steel beams in rigid full-strength beam-to-column joints
86 9.4.2.4 Beams in semi-rigid, partial-strength beam-to-column joints
91 9.4.2.5 Beams in flexible, partial-strength beam-to-column joints
92 9.4.2.6 Steel columns
9.4.2.7 Encased or filled composite columns
93 9.4.3 Steel bracings
9.4.4 Links in frames with eccentric bracings
9.4.5 Buckling restrained bracings
9.4.6 Steel column and beam splices
9.4.6.1 General
9.4.6.2 Welded splices with complete penetration butt welds
94 9.4.6.3 Welded splices with partial penetration butt welds
9.4.6.4 Bolted splices
9.4.7 Beam-to-column web panel joint
95 9.4.8 Bracing-end connections
9.4.8.1 General
9.4.8.2 Bracing-end connections allowing rotations
96 9.4.8.3 Bracing-end connections not allowing rotations
9.5 Verification of limit states
9.5.1 General
97 9.5.2 Beams and columns under flexure with or without axial load
9.5.2.1 Limit state of Near Collapse (NC)
98 9.5.2.2 Limit state of Significant Damage (SD)
9.5.2.3 Limit state of Damage Limitation (DL)
99 9.5.3 Bracings
9.5.3.1 General
9.5.3.2 Limit state of Near Collapse (NC)
9.5.3.3 Limit state of Significant Damage (SD)
9.5.3.4 Limit state of Damage Limitation (DL)
9.5.4 Links in frames with eccentric bracings
9.5.4.1 Limit state of Near Collapse (NC)
100 9.5.4.2 Limit state of Significant Damage (SD)
9.5.4.3 Limit state of Damage Limitation (DL)
9.5.5 Steel column and beam splices
9.5.5.1 General
9.5.5.2 Limit state of Near Collapse (NC)
9.5.5.3 Limit states at Significant Damage (SD) and Damage Limitation (DL)
9.5.6 Beam-to-column web panel joint
9.5.6.1 Limit state of Near Collapse (NC)
101 9.5.6.2 Limit states at Significant Damage (SD) and Damage Limitation (DL)
9.5.7 Bracing-end connections
9.5.7.1 Limit state of Near Collapse (NC)
9.5.7.2 Limit states at Significant Damage (SD) and Damage Limitation (DL)
9.6 Resistance models for retrofitting
9.6.1 General
9.6.2 Weld retrofits
102 9.6.3 Retrofitting with stiffener or doubler plates
103 9.6.4 Beam-to-column joint retrofitting with haunched stiffeners
9.6.5 Retrofitting with encased composite columns
9.6.6 Retrofitting riveted or bolted connections and joints
104 10 Specific rules for timber buildings
10.1 Scope
10.2 Identification of geometry, details and materials
10.2.1 General
105 10.2.2 Geometry
10.2.3 Details
10.2.4 Materials
10.2.4.1 Condition assessment and knowledge level
107 10.2.4.2 Condition assessment factors
108 10.3 Classification of timber structural members
10.3.1 Timber diaphragms
10.3.1.1 Joists
10.3.1.2 Sheathing typology
109 10.3.1.3 Diaphragm classification
110 10.3.2 Timber frames
10.3.2.1 Frame classification
111 10.3.2.2 Carpentry connections
112 10.4 Structural modelling
10.4.1 General
10.4.2 Diaphragms
114 10.4.3 Frames
10.5 Structural analysis
10.5.1 General
10.5.2 Local analysis of diaphragms with a force-based approach
116 10.6 Resistance models for assessment
10.6.1 General
10.6.2 Timber diaphragms
10.6.3 Carpentry connections
10.6.3.1 General
117 10.6.3.2 Compression of timber
10.6.3.3 Single step connections
118 10.6.3.4 Double step connections
120 10.6.4 Dowel-type fastener connections
10.7 Verification to limit states
10.7.1 Timber diaphragms
10.7.1.1 Displacement limitation
121 10.7.1.2 Force limitation
10.7.2 Timber frames
10.7.2.1 Displacement limitation
10.7.2.2 Force limitation
10.7.3 Carpentry connections
10.7.4 Dowel-type connections
10.8 Resistance models for retrofitting
10.8.1 Material design resistance
122 10.8.2 Diaphragms
10.8.2.1 Methods for retrofitting
125 10.8.2.2 Modelling and analysis
10.8.2.3 Verifications
10.8.3 Timber frames
10.8.3.1 Methods for retrofitting
126 10.8.3.2 Modelling and analysis
10.8.3.3 Verifications
127 10.8.4 Carpentry connections
10.8.4.1 General
10.8.4.2 Repair and reinforcement
128 10.8.4.3 Verifications
10.8.5 Dowel-type connections
10.8.5.1 Retrofitting measures
10.8.5.2 Verifications
129 11 Specific rules for masonry buildings
11.1 Scope
11.2 Identification of geometry, construction details and materials
11.2.1 General
11.2.2 Geometry
130 11.2.3 Construction details
11.2.4 Materials
132 11.3 Structural modelling and analysis
11.3.1 General
11.3.1.1 Specificity of existing masonry buildings
11.3.1.2 In-plane behaviour
133 11.3.1.3 Out-of-plane behaviour
134 11.3.2 Modelling and analysis of global in-plane response of masonry walls
11.3.2.1 Force-deformation relationship of masonry structural members
135 11.3.2.2 Models for horizontal diaphragms
136 11.3.2.3 Specific conditions for the use of the q-factor approach
137 11.3.3 Modelling and analysis of partial out-of-plane mechanisms and limit analysis
11.3.3.1 Linear kinematic analysis (seismic multiplier at onset of the mechanism)
139 11.3.3.2 Non-linear kinematic analysis (displacement capacity of the mechanism)
141 11.3.4 Modelling of in-plane response of masonry infills in framed buildings
143 11.4 Resistance models for assessment
11.4.1 Resistance models for in-plane loaded masonry members
11.4.1.1 In-plane shear resistance of masonry members
150 11.4.1.2 In-plane deformation capacities of masonry members
153 11.4.2 Resistance models for the assessment of partial out-of-plane mechanisms
154 11.5 Verification of limit states
11.5.1 Verification of global in-plane response of masonry walls
11.5.1.1 General
155 11.5.1.2 Verification of SD limit state by the q-factor approach
11.5.1.3 Verification through linear analysis
157 11.5.1.4 Verification through non-linear static analysis in local (member-level) terms
159 11.5.1.5 Verification through non-linear static analysis in global (structural system) terms
161 11.5.1.6 Verification through non-linear response-history analysis
11.5.2 Verification of partial out-of-plane mechanisms
11.5.2.1 General
162 11.5.2.2 Displacement-based verification of SD and NC limit states
163 11.5.2.3 Verification of SD using the q-factor approach
164 11.5.2.4 Verification of SD and NC by non-linear response-history analysis
165 11.5.2.5 Verification of DL limit state
166 11.6 Analysis and resistance models for retrofitting
11.6.1 General
167 11.6.2 Structural modelling of strengthened buildings
168 11.6.3 Resistance models for strengthened masonry members
11.6.3.1 General
11.6.3.2 Resistance models for strengthened unreinforced masonry members
11.6.3.3 Resistance models for strengthened reinforced masonry members
12 Specific rules for bridges
12.1 Scope
12.2 Performance requirements
169 12.3 Compliance criteria
12.3.1 Distinction between ā€œductileā€ and ā€œbrittleā€ mechanisms
12.3.2 Distinction between primary and secondary seismic members
12.4 Information for structural assessment
12.4.1 General
12.4.2 Procedure of investigations
12.4.2.1 General
170 12.4.2.2 Step 1: Collection of information and first inspection
12.4.2.3 Step 2: Simulated design
12.4.2.4 Step 3: Detailed Survey and Investigation
171 12.4.3 Assessment of Knowledge Level
12.5 Assessment procedures
12.5.1 General
12.5.2 Bridges where inertial seismic action is dominant
172 12.5.3 Backfilled bridges where kinematic seismic action is dominant.
12.6 Design of structural interventions
173 12.6.1 Intervention on piers
12.6.2 Intervention to foundations
12.6.3 Intervention on abutments and retaining structures
174 12.6.4 Intervention to bearings
12.6.5 Intervention to deck
175 AnnexĀ A (informative)Preliminary analysis
A.1 Use of this annex
A.2 Scope and field of application
A.3 Reinforced concrete structures
177 A.4 Masonry structures
179 AnnexĀ B (informative)Supplementary information for concrete structures
B.1 Use of this informative annex
B.2 Scope and field of application
B.3 Prediction of ultimate chord rotation at the end of a column with continuous or lap-spliced smooth (plain) bars, section consisting of rectangular parts and/or FRP
182 AnnexĀ C (informative)Supplementary information for timber structures
C.1 Use of this annex
C.2 Scope and field of application
185 AnnexĀ D (informative)Supplementary information for masonry buildings
D.1 Use of this annex
D.2 Scope and field of application
D.3 Classification of masonry types not conforming to ENĀ 1996-1-1 and reference values for the material properties
189 D.4 Reference values for the equivalent in-plane stiffness of horizontal diaphragms of different types
190 D.5 Drift capacity of masonry members in the case of hybrid failure modes
191 D.6 Reference values for the material properties of strengthened masonry types
192 D.7 Repair and retrofitting techniques
D.7.1 Repair of cracks
193 D.7.2 Repair and retrofitting of wall intersections
D.7.3 Strengthening and stiffening of horizontal diaphragms
D.7.4 Tie beams
D.7.5 Retrofitting of buildings by means of steel ties
194 D.7.6 Retrofitting of rubble core masonry walls (multi-leaf walls)
D.7.7 Retrofitting of walls by means of reinforced concrete jackets or steel profiles
D.7.8 Retrofitting of walls by means of polymer grids jackets
D.8 Floor spectral accelerations for masonry buildings
196 AnnexĀ E (informative)Flowcharts for the application of this standard
E.1 Use of this annex

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BSI 23/30458284 DC 2023
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