Introduction to Eurocode 2

Eurocode Hierarchy Introduction to Eurocode 2 SPATA Training 4 October 2012 Charles Goodchild EN 1990 Basis of Design EN 1991 on Structures EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1999 Steel Composite Timber Masonry Aluminium Structural safety, serviceability and durability on structures Design and detailing BSc CEng MCIOB MIStructE The Centre EN 1997 Geotechnical Design EN 1998 Seismic Design Geotechnical & seismic design 4 Outline Challenges of the Eurocodes Setting the scene for the Eurocodes, their format, their hierarchy, 58 Parts to Eurocodes plus National Annexes Culture shock / steep learning curve New symbols and terminology how they interact. An overview of Eurocode 2, highlighting changes from and comparing it to BS8110 How it all fits together. Affects all materials Confusion over timescales Costs: Training Resources 2 5 Setting the scene Eurocodes are being/ will be used in: EU countries EFTA Countries Malaysia Singapore Vietnam Sri Lanka Others? CEN National Members Austria Belgium Cyprus Czech Republic Denmark Estonia Finland France Germany Greece Hungary Iceland Ireland Italy Latvia Lithuania Luxembourg Malta The Netherlands rway Poland Portugal Romania Slovakia Slovenia Spain Sweden Switzerland United Kingdom 3 Eurocodes: Timescales BS 8110 and all old structural design British Standards have now been withdrawn. There will be a period of co-existence between our current codes and the Eurocodes. DCLG letter: Building Control will continue to consider the appropriate use of relevant standards on a case by case basis.. [The traditional ] British Standards may not necessarily be suitable.. in the medium and long term. DCLG 2012 Consultation document Eurocodes only in AD A by 2013? Scottish Technical Handbook: The structural design and construction of a building should be carried out in accordance with the following Structural Eurocodes. Insurers? Large projects? International projects? 6 SPATA Training 4 Oct 2012 - Eurocode 2 1

Eurocodes: Timescales Format of the Eurocodes Highways: HA IAN 124/11 July 2011 3 Implementation Unless otherwise agreed with HA Project Sponsors/Project Managers and the Technical Approval Authority (TAA), Eurocodes must be used for the design of new and modification of existing highway structures (including geotechnical works),.... Each Eurocode Contains: a. National front cover b. National forward 7 10 Opportunities Format of the Eurocodes Most of Europe using the same basic design codes: Increased market for UK consultants Increased market for UK manufacturers Reduced costs when working in several European markets Greater transferability of highly skilled staff Greater understanding of research, proprietary products etc. Reduce software development costs Technically advanced codes Logical, organised to avoid conflicts between codes Each Eurocode Contains: a. National front cover b. National forward c. CEN front cover 8 11 Format of the Eurocodes (e.g. Eurocode 2) Each Eurocode Contains: a. National front cover Format of the Eurocodes Each Eurocode Contains: a. National front cover b. National forward c. CEN front cover d. Main text and annexes (which must be as produced by CEN) 9 12 SPATA Training 4 Oct 2012 - Eurocode 2 2

Format of the Eurocodes Eurocode Hierarchy Each Eurocode Contains: a. National front cover b. National forward c. CEN front cover d. Main text and annexes (which must be as produced by CEN) e. Annexes - can by normative and/or informative These affect concrete design + NA EN 1990 Basis of Design EN 1991 on Structures EN 1992 EN 1993 EN 1994 EN 1995 EN 1996 EN 1999 EN 1997 Geotechnical Design Steel Composite Timber Masonry Aluminium EN 1998 Seismic Design + NA + NA + NAs + NA Structural safety, serviceability and durability + PDs on structures Design and detailing Geotechnical & seismic design 13 16 Format of the Eurocodes The Eurocodes National Annex (NA). BS EN 1990 (EC0): Basis of structural design BS EN 1991 (EC1): on Structures BS EN 1992 (EC2): Design of concrete structures BS EN 1993 (EC3): Design of steel structures BS EN 1994 (EC4): Design of composite steel and concrete structures BS EN 1995 (EC5): Design of timber structures BS EN 1996 (EC6): Design of masonry structures BS EN 1997 (EC7): Geotechnical design BS EN 1998 (EC8): Design of structures for earthquake resistance BS EN 1999 (EC9): Design of aluminium structures 17 The National Annex provides: Eurocode Basis of structural design Values of Nationally Determined Parameters (NDPs) (NDPs have been allowed for reasons of safety, economy and durability) Example: Min diameter for longitudinal steel in columns min = 8 mm in text min = 12 mm in N.A. The decision where main text allows alternatives Example: Load arrangements in Cl. 5.1.3 (1) P The choice to adopt informative annexes Example: Annexes E [Strength class for durability] and J [particular detailing rules] are not used in the UK n-contradictory complementary information (NCCI) TR 43: Post-tensioned concrete floors design handbook EN 1990 provides comprehensive information and guidance for all the Eurocodes, on the principles and requirements for safety and serviceability. It gives the safety factors for actions and combinations of action for the verification of both ultimate and serviceability limit states. 15 SPATA Training 4 Oct 2012 - Eurocode 2 3

Eurocode: BS EN 1990 (EC0): Basis of design Eurocode EC0 Ultimate Limit State Categories Published 27 July 2002 Says that structures are to be designed, executed and maintained so that, with appropriate forms of reliability, they will: Perform adequately under all expected actions Withstand all actions and other influences likely to occur during construction and use Have adequate durability in relation to the cost t be damaged disproportionately by exceptional hazards 19 The ULS is divided into the following categories: EQU Loss of equilibrium of the structure. E d,dst E d,stb STR Internal failure or excessive deformation of the structure or structural member. E d R d ; GEO Failure due to excessive deformation of the ground. FAT Fatigue failure of the structure or structural members. Eurocode EC0 Representative value of an action Eurocode: ULS Design value of an action = F d = F F rep = F ( F K ) where F K = the characteristic value of action F rep = F K - is the representative value = Four values, namely, 1.0 or 0 or 1 or 2 Q k = Characteristic Value (of a variable action) 0 Q k = Combination Value 1 Q k = Frequent Value 2 Q k =Quasi-permanent Value Design values of actions, ultimate limit state persistent and transient design situations (Table A1.2(B) Eurocode) Comb tion expression reference Permanent actions Generally for one variable action: Leading variable Unfavourable Favourable action Main(if any) Accompanying variable actions Others Eqn (6.10) γ1.35 G,j,sup GG k k,j,sup γ1.0 G,j,inf G k G k,j,inf γ1.5 Q,1 Q k,1 γ1.5 Q,i Ψ 0,i Q k,i k,i Eqn (6.10a) γ1.35 G,j,sup GG k k,j,sup γ1.0 G,j,inf G k G k,j,inf γ1.5 Q,1 Ψ 0,1 Q k,1 k γ1.5 Q,i Ψ 0,i Q k,i Eqn (6.10b) ξγ 0.925x1.35G G,j,sup G k,j,sup k γ1.0 G,j,inf G k G k,j,inf γ1.5 Q,1 Q k,1 γ1.5 Q,i Ψ 0,i Q k,i 1.25 G k + 1.5 Q k Provided: 1. Permanent actions < 4.5 x variable actions 2. Excludes storage loads 23 Load arrangements to EC2 Greek Alphabet 24 SPATA Training 4 Oct 2012 - Eurocode 2 4

Load arrangements to EC2 alternative to UK NA 25 Eurocode: Annex A Action 0 1 2 Category A: domestic, residential areas 0.7 0.5 0.3 Category B: office areas 0.7 0.5 0.3 Category C: congregation areas 0.7 0.7 0.6 Category D: shopping areas 0.7 0.7 0.6 Category E: storage areas 1.0 0.9 0.8 Category F: traffic area 0.7 0.7 0.6 (vehicle weight < 30 kn) Category G: traffic area 0.7 0.5 0.3 (30 kn < vehicle weight < 160 kn) Category H: roofs 0.7 0 0 Snow (For sites located at altitude H 0.5 0.2 0 <1000 m asl) Wind loads on buildings (BS EN 1991-1-4) 0.5 0.2 0 28 Eurocode: SLS The Eurocodes Characteristic combination (rmally used for irreversible limit states) G k,j + Q k,1 + 0,I Q k,i Frequent combination (rmally used for reversible limit states) G k,j + 1,1 Q k,1 + 2,I Q k,i Quasi-permanent combination (rmally used for long term effects and appearance of the structure) G k,j + 2,I Q k,i BS EN 1990 (EC0): Basis of structural design BS EN 1991 (EC1): on Structures BS EN 1992 (EC2): Design of concrete structures BS EN 1993 (EC3): Design of steel structures BS EN 1994 (EC4): Design of composite steel and concrete structures BS EN 1995 (EC5): Design of timber structures BS EN 1996 (EC6): Design of masonry structures BS EN 1997 (EC7): Geotechnical design BS EN 1998 (EC8): Design of structures for earthquake resistance BS EN 1999 (EC9): Design of aluminium structures 26 29 Eurocode: SLS - Eurocode Eurocode 1: Eurocode 1 has ten parts: 1991-1-1 Densities, self-weight and imposed loads 1991-1-2 on structures exposed to fire 1991-1-3 Snow loads 1991-1-4 Wind actions 1991-1-5 Thermal actions 27 1991-1-6 during execution 1991-1-7 Accidental actions due to impact and explosions 1991-2 Traffic loads on bridges 1991-3 induced by cranes and machinery 1991-4 in silos and tanks 30 SPATA Training 4 Oct 2012 - Eurocode 2 5

Eurocode 1 Eurocode 1 Part 1-1: Densities, self-weight and imposed loads Bulk density of reinforced concrete is 25 kn/m 3 The UK NA uses the same loads as BS 6399 Plant loading not given 31 Eurocode 2 & BS 8110 Compared Code deals with phenomenon, rather than element types so Bending, Shear, Torsion, Punching, Crack control, Deflection control (not beams, slabs, columns) Design is based on characteristic cylinder strength derived formulae (e.g. only the details of the stress block is given, not the flexural design formulae) tips (e.g. concentrated loads, column loads, ) Unit of stress in MPa Plain or mild steel not covered tional horizontal loads considered in addition to lateral loads High strength, up to C90/105 covered materials and workmanship Part of the Eurocode system 34 The Eurocodes BS EN 1990 (EC0): Basis of structural design BS EN 1991 (EC1): on Structures BS EN 1992 (EC2): Design of concrete structures BS EN 1993 (EC3): Design of steel structures BS EN 1994 (EC4): Design of composite steel and concrete structures BS EN 1995 (EC5): Design of timber structures BS EN 1996 (EC6): Design of masonry structures BS EN 1997 (EC7): Geotechnical design BS EN 1998 (EC8): Design of structures for earthquake resistance BS EN 1999 (EC9): Design of aluminium structures 32 Eurocode 2 properties (Table 3.1) Strength classes for concrete f ck (MPa) 12 16 20 25 30 35 40 45 50 55 60 70 80 90 f ck,cube (MPa) 15 20 25 30 37 45 50 55 60 67 75 85 95 105 f cm (MPa) 20 24 28 33 38 43 48 53 58 63 68 78 88 98 f ctm (MPa) 1.6 1.9 2.2 2.6 2.9 3.2 3.5 3.8 4.1 4.2 4.4 4.6 4.8 5.0 E cm (GPa) 27 29 30 31 33 34 35 36 37 38 39 41 42 44 f ck = cylinder strength f ck,cube = cube strength f cm = Mean concrete strength f ctm = Mean concrete tensile strength E cm = Mean value of elastic modulus BS 8500 includes C28/35 & C32/40 For shear design, max shear strength as for C50/60 35 Eurocode 2: Context Reinforcement properties (Annex C) Date UK CEB/fib Eurocode 2 1968 CP114 (CP110 draft) Blue Book (Limit state design) 1972 CP110 (Limit state design) Red Book 1975 Treaty of Rome 1978 Model code 1985 BS8110 Eurocode 2 (EC) 1990 Model Code 1993 EC2: Part 1-1(ENV) (CEN) 2004 EC2: Part 1-1 (EN) 2005 UK Nat. Annex. 2006 BS110/EC2 PD 6687 2010 EC2 Model Code 2010 Eurocode 2 is more extensive than old codes Eurocode 2 is less restrictive than old codes Eurocode 2 can give more economic structures [?] 33 Product form Bars and de-coiled rods Wire Fabrics Class A B C A B C Characteristic yield strength fyk or f0,2k (MPa) k = (ft/fy)k 1,05 1,08 1,15 <1,35 Characteristic strain at maximum force, uk (%) Fatigue stress range (N = 2 x 10 6 ) (MPa) with an upper limit of 0.6fyk 400 to 600 1,05 1,08 1,15 <1,35 2,5 5,0 7,5 2,5 5,0 7,5 150 100 In UK NA max. char yield strength, f yk, = 600 MPa BS 4449 and 4483 have adopted 500 MPa 36 SPATA Training 4 Oct 2012 - Eurocode 2 6

Extract BS 8666 EC2 - Cover BS EN 1992-1-2 Structural Fire Design Scope Part 1-2 Structural fire design gives several methods for fire engineering Tabulated data for various elements is given in section 5 Reinforcement cover Axis distance, a, to centre of bar a Axis Distance a = c + m /2 + l 37 Eurocode 2 - Cover minal cover, c nom Part 1-2 Fire: Section 5. Section 5. Tabulated data Provides design solutions fire exposure up to 4 hours Minimum cover, c min c min = max {c min,dur ; c min,b ; 10 mm} The tables have been developed on an empirical basis confirmed by experience and theoretical evaluation of tests durability as per BS 8500 bond Allowance for deviation, c dev 10 mm Values are given for normal weight concrete made with siliceous aggregates further checks are required for shear, torsion or anchorage Tables in Section 5 of part 1-2 Axis distance, a Fire protection 38 further checks are required for spalling up to an axis distance of 70 mm For HSC (> C50/60) other rules apply 41 BS EN 1992-1-1 & Cover Part 1-2 Fire Section 5. Tabulated data Columns: Method A Minimum cover, c min = max {c min,b ; c min,dur ;10 mm} c min,b = min cover due to bond (= ) c min,dur = min cover due to exposure see BS 8500 Tables A3, A4, A5 etc 39 fi = N Ed,fi / N Rd or conservatively 0.7 42 SPATA Training 4 Oct 2012 - Eurocode 2 7

Part 1-2 Fire Section 5. Tabulated data Continuous Beams Standard fire resistance Minimum dimensions (mm) Possible combinations of a and bmin where a is the average axis distance and bmin is the width of be am Web thickness bw EC2 - Flexure Flow Chart for singly reinforced section Calculate lever arm z from: d z 1 1 3.53K 0.95d * 2 * A limit of 0.95d is considered good practice, it is not a requirement of Eurocode 2. R 30 bmin= 80 a = 15* 160 12* 80 Calculate tension steel required from: M A s f z yd R 60 R 90 R 120 bmin= 120 a = 25 bmin= 150 a = 35 bmin= 200 a = 45 200 12* 250 25 300 35 450 35 500 30 100 110 130 Check minimum reinforcement requirements: 0.26f b d A ctm t s,min 0. 0013 bt d fyk R 180 R 240 bmin= 240 a = 60 bmin= 280 a = 75 400 50 500 60 550 50 650 60 600 40 700 50 150 170 43 Check max reinforcement provided A s,max 0.04A c (Cl. 9.2.1.1) Check min spacing between bars > bar > 20 > A gg + 5 Check max spacing between bars Eurocode 2 - Flexure EC2 - Flexure essential design by hand A s = M Ed /f yd z 1 1 3. 53K 0. d * d z 95 2 where K = M/bd 2 f ck 435 MPa = 500/1.15 = For grades of concrete up to C50/60, ε cu = 0.0035; = 1 ; = 0.8 ; fcd = cc fck/ c = 0.85 fck/1.5 = 0.57 fck fyd = fyk/1.15 = 435 MPa z = d x z/d Derived formulae include: z/d = (1 + (1 + 3.529K) 0.5 ] / 2 (where K = M/bd 2 f ck ) A s = M Ed /(1.15 f yk z ) K = 0.207 ( = 1. But UK best practice limits x/d to 0.45 max 44 which in turn limits K to 0.167) Check min reinforcement provided A s,min > 0.26(f ctm /f yk )b t d (Cl. 9.2.1.1) Check max reinforcement provided As, max 0.04Ac (Cl. 9.2.1.1) Check min spacing between bars > bar > 20 > A gg + 5 Check max spacing between bars EC2 - Flexure Design Flowchart The following flowchart outlines the design procedure for rectangular beams with concrete classes up to C50/60 and grade 500 reinforcement Carry out analysis to determine design moments (M) Eurocode 2 Beam shear Strut inclination method 21.8 < < 45 Determine K and K from: M K b d 2 fck & K' 0.6 0.18 2 0. 21 te: =1.0 means no redistribution and = 0.8 means 20% moment redistribution. Yes Beam singly reinforced Is K K? Beam doubly reinforced compression steel needed K 1.00 0.208 0.95 0.195 0.90 0.182 0.85 0.168 0.80 0.153 0.75 0.137 0.70 0.120 It is often recommended in the UK that K is limited to 0.168 to ensure ductile failure Asw VRd, s z fywd s cot 48 SPATA Training 4 Oct 2012 - Eurocode 2 8

Eurocode 2 vs BS8110: Shear Eurocode 2 Deflection Shear reinforcement density A s f yd /s Safer! BS8110: V R = V C + V S Eurocode 2: V Rmax The deflection limits stated to be: Span/250 under quasi-permanent loads to avoid impairment of appearance and general utility Span/500 after construction under the quasi-permanent loads to avoid damage to adjacent parts of the structure. Less links! (but more critical) Test results V R Deflection requirements can be satisfied by the following methods: Minimum links Direct calculation (Eurocode 2 methods considered to be an improvement on BS 8110). Limiting span-to-effective-depth ratios Shear Strength, V R 49 52 EC2 - Shear Design Flow Chart for Shear Determine v Ed where: v Ed = design shear stress [v Ed = V Ed /(b w z) = V Ed /(b w 0.9d)] Determine the concrete strut capacity v Rd when cot = 2.5 v Rd = 0.138f ck (1-f ck /250) Is v Rd > v Ed? Yes (cot = 2.5) Calculate area of shear reinforcement: A sw /s = v Ed b w /(f ywd cot ) Check maximum spacing of shear reinforcement : s,max = 0.75 d For vertical shear reinforcement Determine from: = 0.5 sin -1 [(v Ed /(0.20f ck (1-f ck /250))] Eurocode 2 Flow chart for L/d Determine basic l/d including K for structural system Factor F1 for ribbed and waffle slabs only F 1 = 1 0.1 ((b f /b w ) 1) 0.8 Factor F2 for spans supporting brittle partitions > 7m F 2 = 7/l eff Factor F3 accounts for stress in the reinforcement F3 = 310/ s 1.5 where s is tensile stress under characteristic load or As,prov/As,req d Is basic l/d x F1 x F2 x F3 >Actual l/d? Yes Check complete Increase A s,prov or f ck 53 Eurocode 2 Beam shear essential design by hand Shear Basic span/effective depth ratios We can manipulate the Expressions for concrete struts so that when v Ed < v Rd,cot =2.5, then cot = 2.5 ( = 21.8 ) and A sw /s = v Ed b w /(f ywd.2.5) f ck MPa v Rd cot = 2.5 MPa 20 2.54 25 3.10 28 3.43 30 3.64 32 3.84 35 4.15 40 4.63 45 5.08 50 5.51 Span to depth ratio (l/d) 20.5 f ck = 30, = 0.50% Structural K system Simply 1.0 supported End span 1.3 Internal span 1.5 Flat slab 1.2 Cantilever 0.4 51 Percentage of tension reinforcement (A s,req d /bd) 54 SPATA Training 4 Oct 2012 - Eurocode 2 9

EC2 Columns: Design moments EC2 Columns: Slenderness (2) & 2 nd order moments: Effective length & F 1st order moments: M 01 = Min { M top, M bottom } + e i N ed F M 02 = Max { M top, M bottom } + e i N ed Slenderness, where e i = Max {I o /400, h/30, 20} M (20 mm usually critical) l 0 = l l 0 = 2l l 0 = 0,7l l 0 = l / 2 l 0 = l l /2 <l 0 < l l 0 > 2l Slenderness limit, lim For stocky columns: Design moment, M Ed = M 02 Braced members: k 1 k2 F = 0,5 1 1 0,45 k1 0,45 k2 Is lim? Yes Slender Unbraced members: Design Moments, M Ed 55 F = max 1 k 2 1 10 k k k 1 k ; 1 1 1 k1 1 k 2 k 2 1 2 58 Detailing EC2 Columns: Slenderness (7) & 2 nd order moments EC2 Columns: Slenderness (3) & 2 nd order moments: Effective length & F For Slender columns, M Ed = Max[M 02, M 0e +M 2,M 01 + M 2 /2] Where M 2 = nominal 2 nd order moment M 2 = N Ed e 2 where e 2 = fn(deflection) There are alternative methods for calculating eccentricity, e 2, for slender columns M 0e M 0e + M 2 Slenderness, Slenderness limit, lim Yes Is lim? Slender Design Moments M Ed F: working out k (each end) k = relative stiffness = ( /M) (E / l) (From Eurocode 2) Alternatively... E I c (From PD 6687: lc Background paper to k 0.1 2E I UK NA) b l b Where: I b,i c are the beam and column uncracked second moments of area Slenderness, Slenderness limit, lim Yes Is lim? Slender Design Moments, M Ed 56 Detailing l b,l c are the beam and column lengths 59 Detailing EC2 Columns: Slenderness & 2 nd order moments: Slenderness EC2 Columns: Slenderness (4) & 2 nd order moments: Effective length : F from k Slenderness = l 0 /i k i = relative stiffness each end where l 0 = Effective length, = Fl Slenderness, E Ic lc k 0.1 2E Ib l b F Slenderness,..... of which more later (or use BS8110 factors!} Slenderness limit, lim Slenderness limit, lim i = radius of gyration = (I/A) For a rectangular section, For a circular section, = 3.46 l 0 / h = 4 l 0 / h Is lim? Yes Slender Design Moments, M Ed l 0 = Fl And Slenderness = l 0 /i Is lim? Yes Slender Design Moments, M Ed Detailing 57 Detailing 60 SPATA Training 4 Oct 2012 - Eurocode 2 10

EC2 Columns: Slenderness (5) & 2 nd order moments: Allowable Slenderness Eurocode 2: Column design Allowable Slenderness lim = 20ABC/n where: A = 1 / (1+0,2 ef ) ef is the effective creep ratio; (if ef is not known, A = 0,7 may be used) B = (1 + 2) = A s f yd / (A c f cd ) (if is not known, B = 1,1 may be used) Slenderness, Slenderness limit, lim So we have N Ed and M Ed!!!! If using column charts we want: N Ed /bhf ck and M Ed /bh 2 f ck C = 1.7 - r m r m = M 01 /M 02 M 01, M 02 are first order end moments, M 02 M 01 (if r m is not known, C = 0.7 may be used) n = N Ed / (A c f cd ) Is lim? Yes Slender Design Moments, M Ed 61 Detailing from which we get: A s f yk /bhf ck 64 EC2 Columns: Slenderness (6) & 2 nd order moments: Allowable Slenderness & C Eurocode 2: Column design lim = 20ABC/n 105 knm 105 knm 105 knm A s f yk /bhf ck = 1 A s /bd = 6% for C30/37 concrete and B500 steel Slenderness, r m = M 01 / M 02 = 0 / 105 = 0 C = 1.7 0 = 1.7-105 knm 105 knm r m = M 01 / M 02 = 105 / -105 = -1 C = 1.7 + 1 = 2.7 r m = M 01 / M 02 = 105 / 105 = 1 C = 1.7 1 = 0.7 Slenderness limit, lim Yes Is lim? Design Moments, M Ed 62 Detailing Slender 65 EC2 Columns: Slenderness (7) & 2 nd order moments If Slenderness > Allowable slenderness Then include nominal 2 nd order moment, M 2 M 2 = N Ed e 2 where e 2 = fn(deflection) There are alternative methods for calculating eccentricity, e 2, for slender columns Slenderness, EC2 Detailing: Ultimate bond stress The design value of the ultimate bond stress, f bd = 2.25 1 2 f ctd where f ctd should be limited to C60/75 1 =1 for good and 0.7 for poor bond conditions 2 = 1 for 32, otherwise (132- )/100 Direction of concreting Direction of concreting M 0e M 0e + M 2 Slenderness limit, lim Is lim? Yes Slender Design Moments M Ed 63 Detailing h a) 45º 90º c) h > 250 mm Direction of concreting 300 Direction of concreting b) h 250 mm d) h > 600 mm unhatched zone good bond conditions hatched zone - poor bond conditions 250 h SPATA Training 4 Oct 2012 - Eurocode 2 11

EC2 Detailing: Eurocode 2: relationships Design Anchorage Length, l bd l bd = α 1 α 2 α 3 α 4 α 5 l b,rqd l b,min However: (α 2 α 3 α 5 ) 0.7 l b,min > max(0.3l b ; 15, 100mm) BS 8500 Specifying NSCS DMRB? NBS? BS EN 1997 GEOTECHNICAL DESIGN BS EN 206 BS EN 13670 Execution of Structures BS EN 1990 BASIS OF STRUCTURAL DESIGN BS EN 1991 ACTIONS ON STRUCTURES BS EN 1992 DESIGN OF CONCRETE STRUCTURES Part 1-1: General Rules for Structures Part 1-2: Structural Fire Design BS EN 1998 SEISMIC DESIGN BS EN 10138 Prestressing Steels BS EN 10080 Reinforcing Steels BS 4449 Reinforcing Steels Rail? CESWI? BS EN 1994 Design of Comp. Struct. BS EN 1992 Part 2: Bridges BS EN 1992 Part 3: Liquid Ret. Structures BS EN 13369 Pre-cast 70 EC2 Detailing: Alpha values BS EN 13670 Specifications 71 EC2 Detailing Curtailment of reinforcement BS EN 13670 & NSCS Envelope of (M Ed /z +N Ed) Acting tensile force Resisting tensile force a l Ftd a l Ftd Shift rule For members without shear reinforcement this is satisfied with a l = d For members with shear reinforcement: a l = (M Ed /z) + 0.5V Ed Cot But it is always conservative to use a l = 1.125d New Types of Finish Hierarchy of Tolerances Includes NA Types of Finish as BS EN 13670 Hierarchy of Tolerances Green Issues 72 SPATA Training 4 Oct 2012 - Eurocode 2 12

Eurocode 2: relationships Technical publications (CCIP) BS 8500 Specifying NSCS DMRB? NBS? Rail? CESWI? BS EN 1997 GEOTECHNICAL DESIGN BS EN 206 BS EN 13670 Execution of Structures BS EN 1994 Design of Comp. Struct. BS EN 1990 BASIS OF STRUCTURAL DESIGN BS EN 1991 ACTIONS ON STRUCTURES BS EN 1992 DESIGN OF CONCRETE STRUCTURES Part 1-1: General Rules for Structures Part 1-2: Structural Fire Design BS EN 1992 Part 2: Bridges BS EN 1992 Part 3: Liquid Ret. Structures BS EN 1998 SEISMIC DESIGN BS EN 10138 Prestressing Steels BS EN 10080 Reinforcing Steels BS 4449 Reinforcing Steels BS EN 13369 Pre-cast 73 Concise Eurocode 2 Concise Eurocode 2 for Bridges Precast Design Manual Worked Examples RC Spreadsheets ECFE scheme sizing Scheme design www. eurocode2.info Precast Worked Examples How to compendium Properties of concrete 76 Eurocode 2 & the UK what does it mean? Concise Eurocode 2 A paper by Moss and Webster (BS8110 vs EC2, TSE 16/03/04) concluded: big impact learning curve not wildly different from BS8110 in terms of the design approach. similar answers marginally more economic. less prescriptive and more extensive than BS8110 gives designers the opportunity to derive benefit from the considerable advances in concrete technology over recent years believe that after an initial acclimatisation period, EC2 will be generally regarded as a very good code. 74 Clarity Clear references Comment Design aids 77 Flat slabs: Economic depths How to compendium 500 450 To BS8110 SLAB DEPTH, mm 400 350 300 250 200 150 IL = 5 kn/m 2 To BS8110 incl 1.5 SDL IL = 2.5 kn/m 2 EC2: up to 15 mm shallower @ 6 m To EC2 To BS8110 incl 1.5 SDL EC2: up to 25 mm shallower @ 9 m 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 Rev d 12 May 10 5 to 7 % savings? SPAN, m 75 78 SPATA Training 4 Oct 2012 - Eurocode 2 13

Spreadsheets to BS EN 1992-1-1 (and UK NA) TCC11 Element design TCC12 Bending and Axial Force TCC13 Punching Shear TCC14 Crack Width TCC21 Subframe analysis TCC31 One-way Solid Slabs (A & D) TCC31R Rigorous* One-way Solid Slab TCC32 Ribbed slabs (A & D) TCC33 Flat Slabs (A & D) (single bay) TCC33X Flat Slabs. Xls (whole floor) TCC41 Continuous beams (A & D) TCC41R Rigorous* Continuous Beams TCC42 (β) Post-tensioned Slabs & Beams (A & D) TCC43 Wide Beams (A & D) TCC51 Column Load Take-down & Design TCC52 Column Chart generation TCC53 Column Design TCC54 Circular Column Design TCC55 Axial Column Shortening TCC71 Stair Flight & Landing Single TCC81 Foundation Pads TCC82 Pilecap Design Spreadsheets 79 Design Guidance New Industry Design Guidance is written for Eurocode 2 TR 64 Flat Slab TR43 PT TR58 Deflections Text books 80 Introduction to Eurocode 2 Charles Goodchild, BSc CEng MCIOB MIStructE The Centre www.concretecentre.com www.eurocode2.info 81 SPATA Training 4 Oct 2012 - Eurocode 2 14