Prestressed composite box girder bridges with corrugated webs. Ing. Gabriele Bertagnoli Politecnico di Torino

Transcription

1 1 Prestressed composite box girder bridges with corrugated webs A critical comparison with flat steel webs Ing. Gabriele Bertagnoli Politecnico di Torino

2 2 Some examples of the use of corrugated webs in bridges (and other civil structures)

3 Pont de la Corniche, France 3

4 Himi Yuma Bridge, Japan 4

5 Ginzan-Miyuki Bridge, Japan 5

6 Hontani Bridge, Japan 6

7 Long span building structures (by Zeman & Co ) 7

8 Some examples of the use of flat steel webs in composite steel-concrete bridges 8

9 Verrieres bridge France 9

10 Roccaprebalza Viaduct : Parma La Spezia Highway - Italy 10

11 Gassino bridge Torino - Italy 11

12 Gassino bridge Torino - Italy 12

13 Some theory stuff 13

14 14 Bending behaviour of corrugated webs As the web is corrugated, it has very little ability to sustain longitudinal stresses. Conventionally the contribution of the web to the ultimate bending capacity of a beam with corrugated web is assumed negligible, and the ultimate bending capacity is calculated using the plastic modulus of the flanges. Elgaaly (1997) carried out experimental and analytical studies to verify if the web can contribute to the bending capacity of the whole girder. Dimentions in cm

15 15 Bending behaviour of corrugated webs In order to verify if the web can contribute to the bending capacity of the whole girder, the failure moment is compared with the bending moment corresponding to the yielding of the flanges. It was found that the web contribution could be neglected. M f M y,f y,f M y,w 0 The bending capacity of the whole girder is affected by many parameters. The following factors were analyzed: a. ratio between the flange and web thickness; b. ratio between the flange and web yield stresses; c. corrugation configurations. The stresses in the web due to bending are equal to zero except for small regions very close to the flanges where the web is restrained.

16 16 Shear behaviour of corrugated webs FAILURE MODES Local buckling Zonal buckling Global buckling

17 17 Shear behaviour of corrugated webs FAILURE MODES Local buckling Zonal buckling Global buckling

18 18 Shear behaviour of corrugated webs FAILURE MODES Local buckling Zonal buckling Global buckling θ

19 1/d 19 Shear behaviour of corrugated webs FAILURE MODES Local buckling Zonal buckling Global buckling n=l TOT /a

20 Shear behaviour of corrugated webs 20

21 21 Shear behaviour of corrugated webs Strength of corrugated webs subjected to shear: - Local buckling (similar expression of the local buckling formula for normal plate girder developed by Timoshenko and Gere) 2 2 E π E a τ cr,l = kl 2 12 ( 1 ν ) w - Global buckling (calculated from the orthotropic-plate buckling theory) τ E cr,g y D 4 x 2 D = k g w h - The shear yield stress τ y is defined by the Huber-Von Mises-Hencky yield criterion f y τ y = f INTERACTIVE BUCKLING STRENGTH y

22 22 LIVE LOADS : LIVE LOADS : ELASTIC ANALYSIS ELASTIC ANALYSIS The structure is not homogeneous from the rheological point of view: viscoelasticity theorems CAN NOT be used DEAD LOAD + CREEP + SHRINKAGE + PRESTRESSING + DEAD LOAD + CREEP + SHRINKAGE + PRESTRESSING + CONSTRUCTION PHASES: CONSTRUCTION PHASES: VISCOELASTIC ANALYSIS VISCOELASTIC ANALYSIS viscoelasticity theorems CAN NOT be used step by step analysis with detailed time history: [ ] [ ] ) ( ), ( ), ( 2 1 ) ( ) ( ) ( ) ( ), ( ) ( k cs k i i k i k i c i c k cs t t k c t t t J t t J t t t d t J t k ε σ σ ε τ σ τ ε = =

23 23 Creep and relaxation functions used in phased analysis + = t t d t R t t R t 0 ) ( ), ( ), ( ) ( 0 0 τ ε τ ε σ + = t t d t J t t J t 0 ) ( ), ( ), ( ) ( 0 0 τ σ τ σ ε ), ( ) ( ), ( t t E t E t t R ρ + = 0 ), ( 0 t t ϕ ), ( ) ( 1 ), ( E t t t E t t J ϕ + = 0 ), ( 0 t t ρ

24 Comparison of flat webs solution and corrugated webs solution on the same testing bridge 24

25 Construction procedure common to both flat and corrugated webs solutions 25

26 26 Gassino bridge reduced to 3 hammers scheme 50m 92m 92m 50m Concrete top slab with bonded prestressing Soletta superiore Steel webs Trave in acciaio Predalle prefabbricata Precast slab used as scaffolding Soletta inferiore Concrete bottom slab

27 27 Position Continuity support Midspan and abutments Deck depth [m] Depth/Span length L/h

28 28 Single hammer construction phases Hammers construction phases

29 Phase 1 - Positioning of steel box pier segment (formwork for concrete diaphragm casting) 29

30 30 Phase 2 - Webs assembling by bolts and adjustment/stiffening by temporary ties Phase 3 Slabs Phase 3 Slabs concreting

31 31 Phase 4 Internal prestressing 28 tendons: 6 for each segment apart from segment 1 which has 2 Strand cross Nominal Duct N of strands section area diameter mm mm 2 90 mm

32 32

33 33 Phase 4 Internal prestressing Layout of the connection reinforcement between precast anchorage blocks and upper slab.

34 34 Phase 5 Repetition of previous operations working in parallel on several piers Phase 6 Alignment of bolted joint on webs between two segments

35 Phase 7 External prestressing: 10 tendons with 27 strands in main spans and 22 strands in lateral ones 35

36 Phase 7 External prestressing 36

37 Pay attention to the geometrical interferences between external tendons and stiffeners 37

38 38 Transversal truss stiffeners detail. Longitudinal spacing = 3m The shape of plenty of them is modified to avoid external tendons geometrical interferences. (See arrows in the picture beside and in the previous slide)

39 Construction time scheduling common to both flat and corrugated webs solutions 39

40 40 Hammers 1 and 3 Time steps Elements activation Loads activation Day Time [d] Phase Segment Side Set Segment side Load Monday Web+TS+BS Wednesday Web+TS+BS Thursday Right Web 1 Right Web Friday Left Web 1 Left Web Saturday Right BS Monday Left BS Tuesday Right BS Wednesday Left BS Thursday Right TS Friday Left TS Saturday Right TS Monday Left TS 1 Prestress Tuesday Right Web 2 Right Web Wednesday Left Web 2 Left Web Thursday Right BS Friday Left BS Saturday Right BS Monday Left BS Tuesday Right TS

41 41 Evolution of internal actions during construction and service life of FLAT WEB SOLUTION

42 42 Bending moment diagrams during hammer construction phases 3,00E+07 Bending moment [Nm] Momenti [Nm] 2,00E+07 1,00E+07 End of segment 1 Fine concio 1 0,00E ,00E+07-2,00E+07-3,00E+07 Longitudinal Coordinata axis [m] [m]

43 43 Bending moment diagrams during hammer construction phases 3,00E+07 Bending moment [Nm] Momenti [Nm] 2,00E+07 End of 1,00E+07 Fine segment concio 1 0,00E ,00E+07-2,00E+07 Prestressing of Tiro tendons cavi 1-21 and 2-3,00E+07 Longitudinal Coordinata axis [m] [m]

44 44 Bending moment diagrams during hammer construction phases 3,00E+07 Bending moment [Nm] Momenti [Nm] 2,00E+07 Fine segment concio 2 End of 1,00E+07 Fine segment concio 1 0,00E ,00E+07-2,00E+07 Prestressing of Tiro tendons cavi 1-21 and 2 End of -3,00E+07 Longitudinal Coordinata axis [m] [m]

45 45 Bending moment diagrams during hammer construction phases 3,00E+07 Bending moment [Nm] Momenti [Nm] 2,00E+07 1,00E+07 0,00E ,00E+07-2,00E+07-3,00E+07 End of segment 1 Fine concio 1 Prestressing of Tiro tendons cavi 1-21 and 2 Longitudinal Coordinata axis [m] [m] End of segment 2 Fine concio 2 Prestressing Tiro cavi 3-5 of tendons 3, 4, 5

46 46 Bending moment diagrams during hammer construction phases 6,00E+07 5,00E+07 Bending moment [Nm] Momenti [Nm] 4,00E+07 3,00E+07 2,00E+07 1,00E+07 0,00E ,00E+07-2,00E+07 End of Fine concio segment 3-3,00E+07 Longitudinal Coordinata axis [m] [m]

47 47 Bending moment diagrams during hammer construction phases 6,00E+07 5,00E+07 Bending moment [Nm] Momenti [Nm] 4,00E+07 3,00E+07 End of Fine concio 2,00E+07 segment 3 1,00E+07 0,00E ,00E+07-2,00E+07-3,00E+07 Longitudinal Coordinata axis [m] [m] Prestressing of tendons 6, 7, 8 Tiro cavi 6-8

48 48 Bending moment diagrams during hammer construction phases 6,00E+07 5,00E+07 Bending moment [Nm] Momenti [Nm] 4,00E+07 End of 3,00E+07 End of Fine segment concio 4 Fine concio 2,00E+07 segment 3 1,00E+07 0,00E ,00E+07-2,00E+07-3,00E+07 Longitudinal Coordinata axis [m] [m] Prestressing of tendons 6, 7, 8 Tiro cavi 6-8

49 49 Bending moment diagrams during hammer construction phases 6,00E+07 5,00E+07 Momenti [Nm] 4,00E+07 3,00E+07 2,00E+07 1,00E+07 0,00E ,00E+07-2,00E+07-3,00E+07 Prestressing of tendons 9, 10, 11 Tiro cavi 9-11 End of segment 3 Fine concio 3 Longitudinal axis [m] Coordinata [m] End of segment 4 Fine concio 4 Prestressing of tendons 6, 7, 8 Tiro cavi 6-8

50 50 Bending moment diagrams during hammer construction phases 9,00E+07 8,00E+07 Bending moment [Nm] Momenti [Nm] 7,00E+07 6,00E+07 5,00E+07 4,00E+07 3,00E+07 2,00E+07 1,00E+07 End of Fine segment concio 5 0,00E ,00E+07 Longitudinal Coordinata axis [m] [m]

51 51 Bending moment diagrams during hammer construction phases 9,00E+07 8,00E+07 Bending moment [Nm] Momenti [Nm] 7,00E+07 6,00E+07 5,00E+07 4,00E+07 3,00E+07 2,00E+07 1,00E+07 End of Fine segment concio 5 Tiro Prestressing cavi of tendons 12, 13, 14 0,00E ,00E+07 Longitudinal Coordinata axis [m] [m]

52 52 Bending moment diagrams during hammer construction phases 7,00E+07 6,00E+07 Bending moment [Nm] Momenti [Nm] 5,00E+07 4,00E+07 3,00E+07 2,00E+07 1,00E+07 Grouting of all internal tendons Sigillatura cavi interni 0,00E ,00E+07 Longitudinal Coordinata axis [m] [m]

53 53 Bending moment diagrams: external prestressing introduction on lateral spans 7,00E+07 6,00E+07 Bending moment [Nm] Momenti [Nm] 5,00E+07 4,00E+07 3,00E+07 2,00E+07 1,00E+07 50% of lateral spans Precompressione campate prestressing laterali (50%) Grouting of all internal tendons Sigillatura cavi interni 0,00E ,00E+07 Longitudinal Coordinata axis [m] [m]

54 54 Bending moment diagrams: end of construction of central hammer 8,00E+07 6,00E+07 Bending moment [Nm] Momenti [Nm] 4,00E+07 2,00E+07 0,00E+00-2,00E+07-4,00E+07-6,00E+07 Fine stampella End of 2 construction of hammer ,00E+07 Longitudinal Coordinata axis [m] [m]

55 55 Bending moment diagrams: introduction of central spans external prestressing 8,00E+07 6,00E+07 Bending moment [Nm] Momenti [Nm] 4,00E+07 2,00E+07 0,00E+00-2,00E+07-4,00E+07-6,00E+07 Fine stampella % of central span prestressing Precompressione campate centrali (50%) End of construction of hammer 2-8,00E+07 Longitudinal Coordinata axis [m] [m]

56 56 Bending moment diagrams: permanent loads introduction 8,00E+07 Bending moment [Nm] Momenti [Nm] 6,00E+07 4,00E+07 2,00E+07 0,00E+00-2,00E+07-4,00E+07-6,00E+07 Perm. Permanent portati loads ,00E+07 Longitudinal Coordinata axis [m] [m]

57 57 Bending moment diagrams: introduction of 2 nd 50% of external prestressing 8,00E+07 Bending moment [Nm] Momenti [Nm] 6,00E+07 4,00E+07 2,00E+07 0,00E+00-2,00E+07-4,00E+07-6,00E+07-8,00E+07 Permanent loads Perm. portati Second 50% of external prestressing Ritesatura cavi Longitudinal Coordinata axis [m] [m]

58 58 Bending moment diagrams: end of service life (50 years) 8,00E+07 Bending moment [Nm] Momenti [Nm] 6,00E+07 4,00E+07 2,00E+07 0,00E+00-2,00E+07-4,00E+07-6,00E+07-8,00E+07 Perm. portati years anni Permanent loads Second 50% Ritesatura cavi 50 anni of external prestressing Longitudinal Coordinata axis [m] [m]

59 59 Evolution of stresses during construction and service life of FLAT WEBS SOLUTION

60 60 Axial stress in concrete top slab continuity support section 0, ,00 Tiro Internal dei cavi tendons interni prestressing Axial stress [MPa] Tensioni Normali [MPa] -4,00-6,00-8,00-10,00-12,00 Tiro First dei 50% cavi of esterni external campate prestressing laterali (50%) on lateral spans Applicazione Permanent loads carichi permanenti introduction portati First 50% of external Tiro dei cavi esterni Second 50% of external prestressing on central Ritesatura cavi esterni campate spans centrali (50%) prestressing everywhere Tempi [gg] Time [days]

61 61 Axial stress in concrete top slab continuity support section -7, Axial stress [MPa] Tensioni Normali [MPa] -8,00-9,00-10,00 50 years: end of 50 service anni life 377 gg. 377 days: end of construction -11,00 Tempi [gg] Time [days]

62 62 Axial stress in concrete bottom slab continuity support section 0, Axial stress [MPa] Tensioni Normali [MPa] -1,00-2,00-3,00-4,00-5,00-6,00-7,00-8,00-9,00 Tiro Internal dei cavi tendons interni prestressing First 50% of external Tiro prestressing dei cavi esterni on central campate spans centrali (50%) First Tiro 50% dei cavi of external esterni Ritesatura Second 50% cavi esterni of external prestressing campate on laterali (50%) spans prestressing everywhere Applicazione Permanent loads carichi permanenti introduction portati Tempi [gg] Time [days]

63 63 Axial stress in concrete bottom slab continuity support section -6, Axial stress [MPa] Tensioni Normali [MPa] -6,50-7,00-7, days: gg. end of construction anni years: end of service life -8,00 Tempi [gg] Time [days]

64 64 Axial stress in steel top flange continuity support section 60, Axial stress [MPa] Tensioni Normali [MPa] 40,00 20,00 0,00-20,00-40,00 Tiro Internal dei cavi tendons interni prestressing Applicazione Permanent loads carichi permanenti introduction portati -60,00-80,00-100,00 Tiro First dei 50% cavi of esterni external campate prestressing laterali on (50%) lateral spans First 50% of external Tiro prestressing dei cavi esterni on campate central centrali spans(50%) Tempi [gg] Time [days] Ritesatura Second 50% cavi esterni of external prestressing everywhere

65 65 Axial stress in steel top flange continuity support section -80, , days: gg. end of construction Axial stress [MPa] Tensioni Normali [MPa] -120,00-140,00-160, anni years: end of service life -180,00 Tempi [gg] Time [days]

66 66 Axial stress in steel bottom flange continuity support section 0, Axial stress [MPa] Tensioni Normali [MPa] -20,00-40,00-60,00-80,00-100,00-120,00-140,00 Tiro First dei 50% cavi of esterni external campate prestressing laterali (50%) on lateral spans Internal tendons Tiro prestressing dei cavi interni First 50% of external Tiro prestressing dei cavi esterni on campate central centrali spans(50%) Applicazione Permanent loads carichi permanenti introduction portati Tempi [gg] Time [days] Second 50% of external Ritesatura prestressing cavi everywhere esterni

67 67 Axial stress in steel top flange continuity support section -100, Axial stress [MPa] Tensioni Normali [MPa] -120,00-140,00-160, days: end 377 of gg. construction 50 years: end of 50 service anni life -180,00 Tempi [gg] Time [days]

68 68 Axial stress in concrete top slab midspan key segment 1, ,00 Axial stress [MPa] Tensioni Normali [MPa] -1,00-2,00-3,00-4,00-5,00 First 50% of external Tiro prestressing dei cavi esterni on campate central centrali spans(50%) Applicazione Permanent loads carichi permanenti introduction portati Second 50% of external Ritesatura cavi esterni prestressing everywhere -6,00 Tempi [gg] Time [days]

69 69 Axial stress in concrete top slab midspan key segment -4, ,50 Axial stress [MPa] Tensioni Normali [MPa] -5,00-5, days: end of construction 377 gg. 50 anni years: end of service life -6,00 Tempi [gg] Time [days]

70 70 Axial stress in concrete bottom slab midspan key segment 2, ,00 Axial stress [MPa] Tensioni Normali [MPa] 0,00-1,00-2,00-3,00-4,00-5,00-6,00 First 50% of external Tiro dei cavi esterni prestressing on campate central centrali spans (50%) Applicazione Permanent loads carichi permanenti introduction portati -7,00-8,00-9,00 Tempi [gg] Time [days] Second 50% of external prestressing Ritesatura everywhere cavi esterni

71 71 Axial stress in concrete bottom slab midspan key segment -6, Axial stress [MPa] Tensioni Normali [MPa] -6,50-7,00-7, days: end of construction 377 gg anni years: end of service life -8,00 Tempi [gg] Time [days]

72 72 Modeling of CORRUGATED WEBS

73 Overall characteristics 73 High longitudinal deformability (accordion effect) better U.L.S. shear buckling behaviour; Out of the plane inertia (transverse bending/ folded plate).

74 An analytical method to calculate this ratio is developed through the use of a model that satisfies equilibrium and compatibility conditions. 74

75 75 An analytical method to calculate this ratio is developed through the use of a model that satisfies equilibrium and compatibility conditions. Hypothesis: the web is under pure bending moment and the axial deformation in each plate element of the corrugated web is negligible. δ B VIRTUAL WORKS PRINCIPLE M i M F c senα c senα F c senα x ds = dx+ 1 c sen 1 EJ EJ EJ c = 3D α EJ S A B C x dx c δ 3D = F c 2 senα a + EJ 2 c 3

76 76 An analytical method to calculate this ratio is developed through the use of a model that satisfies equilibrium and compatibility conditions. Hypothesis: the web is under pure bending moment and the axial deformation in each plate element of the corrugated web is negligible. δ B VIRTUAL WORKS PRINCIPLE M i M F c senα c senα F c senα x ds = dx+ 1 c sen 1 EJ EJ EJ c = 3D α EJ S A B C x dx c 3D 2 2 F c sen α = 48 a+ 3 E t H FLAT = w F L H t w h E c 3 r eq = = 48 c L 2 sen α a+ 2 t 3 2 3D c flat h w

77 77 Longitudinal profile Reduction of modulus of elasticity to take into account longitudinal stiffness Web corrugation ES E S= 350

78 Comparison of results between corrugated and flat webs 78

79 79 Axial stress in concrete top slab continuity support section 0, ,00 Tiro Internal dei cavi tendons interni prestressing Anime Flat webs lisce Anime Corrugated corrugate webs Axial stress [MPa] Tensioni Normali [MPa] -4,00-6,00-8,00-10,00-12,00 First 50% of external Tiro dei cavi esterni campate prestressing laterali (50%) on lateral spans First Tiro 50% dei cavi of esterni external prestressing campate centrali on central (50%) spans Tempi [gg] Time [days] Permanent loads introduction Applicazione carichi permanenti portati Ritesatura Second cavi 50% esterni of external prestressing everywhere

80 80 Axial stress in concrete top slab continuity support section -7, l stress [MPa] Normali [MPa] -8,00-9,00 Anime Flat webs lisce Anime Corrugated corrugate webs 50 years: end of 50 anni service life Axial Tensioni -10,00-11, days: gg. end of construction -12,00 Tempi [gg] Time [days]

81 81 Axial stress in concrete bottom slab continuity support section 0,00-2, Internal tendons prestressing Tiro dei cavi interni Anime Flat webs lisce Anime Corrugated corrugate webs Axial stress [MPa] Tensioni Normali [MPa] -4,00-6,00 First 50% of external prestressing on central Tiro dei cavi esterni campate spans centrali (50%) First 50% Tiro dei of cavi external esterni prestressing on lateral spans campate laterali (50%) Second 50% of external prestressing everywhere Ritesatura cavi esterni -8,00-10,00 Permanent loads introduction Applicazione carichi permanenti portati Tempi [gg] Time [days]

82 82 Axial stress in concrete bottom slab continuity support section -6, ,50 Anime Flat webs lisce Anime Corrugated corrugate webs Axial stress [MPa] Normali [MPa] Tensioni -7,00-7,50-8,00-8, days: gg. end of construction 50 years: 50 end anni of service life -9,00 Tempi [gg] Time [days]

83 83 Axial stress in steel top flange continuity support section 80, ,00 40,00 Internal tendons Tiro dei cavi interni prestressing Anime Flat webs lisce Anime Corrugated corrugate webs Axial stress [MPa] Tensioni Normali [MPa] 20,00 0,00-20,00-40,00 Permanent loads Applicazione carichi permanenti introduction portati -60,00-80,00-100,00 Tiro dei cavi esterni campate laterali (50%) First 50% of external prestressing on lateral spans First 50% of external Tiro dei cavi esterni campate prestressing centrali (50%) on central spans Tempi [gg] Time [days] Second 50% of external prestressing everywhere Ritesatura cavi esterni

84 84 Axial stress in steel top flange continuity support section -60,00-80, days: 377 end gg. of construction l stress [MPa] Normali [MPa] -100,00-120,00 Axial Tensioni -140,00-160,00 Anime Flat webs lisce Anime Corrugated corrugate webs 50 years: end of service life 50 anni -180,00 Tempi [gg] Time [days]

85 85 Axial stress in steel bottom flange continuity support section 0, Axial stress [MPa] Tensioni Normali [MPa] -20,00-40,00-60,00-80,00-100,00-120,00-140,00 Internal tendons prestressing Tiro dei cavi interni First Tiro 50% dei of cavi external esterni prestressing campate on centrali spans (50%) Anime Flat webs lisce Anime Corrugated corrugate webs Permanent loads Applicazione carichi permanenti introduction portati Second 50% of external prestressing everywhere Ritesatura cavi esterni -160,00-180,00 First Tiro dei 50% cavi of esterni external campate prestressing laterali (50%) on lateral spans Tempi [gg] Time [days]

86 86 Axial stress in steel bottom flange continuity support section -100, Axial stress [MPa] Normali [MPa] Tensioni -120,00-140,00-160,00-180,00-200, days: 377 gg. end of construction Anime Flat webs lisce Anime Corrugated corrugate webs 50 years: 50 anni end of service life -220,00-240,00 Tempi [gg] Time [days]

87 Cumbering design 87

88 88 Cumbering design Displacements without cumbering 1,00E-03 Abbas Vert. ssamento displacement [m] [m] 0,00E+00 40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00-1,00E-03-2,00E-03-3,00E-03-4,00E-03-5,00E-03-6,00E-03-7,00E-03 End of Fine concio 1 segment one -8,00E-03-9,00E-03 Longitudinal Coordinata axis [m]

89 89 Cumbering design Displacements without cumbering 1,00E-03 Abbas Vert. ssamento displacement [m] [m] 0,00E+00 40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00-1,00E-03-2,00E-03-3,00E-03-4,00E-03-5,00E-03-6,00E-03-7,00E-03 Prestressing Tiro cavi 1-2 of tendons 1 and 2 End of segment one Fine concio 1-8,00E-03-9,00E-03 Longitudinal Coordinata axis [m]

90 90 Cumbering design Displacements without cumbering 1,00E-03 Vert. Abba assamento displacement [m] [m] 0,00E+00 40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00-1,00E-03-2,00E-03 Prestressing of tendons 1-3,00E-03 Tiro and cavi Fine End concio of 1-4,00E-03 segment 1-5,00E-03-6,00E-03-7,00E-03-8,00E-03 End of segment 2 Fine concio 2-9,00E-03 Longitudinal Coordinata axis [m]

91 91 Cumbering design Displacements without cumbering 1,00E-03 Abbas Vert. ssamento displacement [m] [m] 0,00E+00 40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00-1,00E-03-2,00E-03-3,00E-03-4,00E-03-5,00E-03-6,00E-03-7,00E-03-8,00E-03 Prestressing of tendons 1 and 2 End of segment 1 Tiro cavi 1-2 Fine concio 1 Tiro cavi 3-5 Prestressing tendons 3, 4, 5 End of segment 2 Fine concio 2-9,00E-03 Longitudinal Coordinata axis [m]

92 92 Cumbering design Displacements without cumbering 5,00E-03 Vert. Abba assamento displacement [m] [m] 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-5,00E-03-1,00E-02-1,50E-02-2,00E-02-2,50E-02-3,00E-02 Fine End concio of 3 segment 3-3,50E-02-4,00E-02 Longitudinal Coordinata axis [m]

93 93 Cumbering design Displacements without cumbering 5,00E-03 Vert. Abba assamento displacement [m] [m] 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-5,00E-03-1,00E-02-1,50E-02-2,00E-02-2,50E-02-3,00E-02 Tiro cavi 6-8 Prestressing of tendons 6, 7,8 End of segment 3 Fine concio 3-3,50E-02-4,00E-02 Longitudinal Coordinata axis [m]

94 94 Cumbering design Displacements without cumbering 5,00E-03 Vert. Abba assamento displacement [m] [m] 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-5,00E-03-1,00E-02-1,50E-02-2,00E-02-2,50E-02-3,00E-02-3,50E-02 End of segment 4 Fine concio 4 Tiro cavi 6-8 Prestressing of tendons 6, 7,8 End of segment 3 Fine concio 3-4,00E-02 Longitudinal Coordinata axis [m]

95 95 Cumbering design Displacements without cumbering 5,00E-03 Vert. Abba assamento displacement [m] [m] 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-5,00E-03-1,00E-02-1,50E-02-2,00E-02-2,50E-02-3,00E-02-3,50E-02 Prestressing tendons 9, 10,11 Tiro cavi 9-11 End of segment 4 Fine concio 4 Tiro cavi 6-8 Prestressing of tendons 6, 7,8 End of segment 3 Fine concio 3-4,00E-02 Longitudinal Coordinata axis [m]

96 96 Cumbering design Displacements without cumbering 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02-5,00E-02-6,00E-02-7,00E-02-8,00E-02 Longitudinal Coordinata axis [m] End of segment 5 Fine concio 5

97 97 Cumbering design Displacements without cumbering 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02-5,00E-02-6,00E-02 Prestressing of tendons 12, 13,14 Tiro cavi ,00E-02-8,00E-02 Longitudinal Coordinata axis [m] End of segment 5 Fine concio 5

98 98 Cumbering design Displacements without cumbering 2,00E-02 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02-5,00E-02-6,00E-02 Grouting of internal tendons Sigillatura cavi interni -7,00E-02-8,00E-02 Longitudinal Coordinata axis [m]

99 99 Cumbering design Displacements without cumbering 2,00E-02 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02-5,00E-02-6,00E-02-7,00E-02-8,00E-02 Grouting of internal tendons Sigillatura cavi interni Longitudinal Coordinata axis [m] First 50% of lateral Precompressione campate spans laterali external (50%) prestressing

100 100 Cumbering design Displacements without cumbering 2,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02 Closure of key segments Sutura campate -1,00E-01 Longitudinal Coordinata axis [m]

101 101 Cumbering design Displacements without cumbering 2,00E-02 Vert. Abbassamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 Closure of key segments Sutura campate First 50% of central spans external Prec. Est. Campate centrali prestressing (50%) Longitudinal Coordinata axis [m]

102 102 Cumbering design Displacements without cumbering 2,00E-02 Vert. Abbassamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 Closure of key segments Sutura campate First 50% of central spans external Prec. Est. Campate centrali prestressing (50%) Longitudinal Coordinata axis [m] Introduction of permanent loads Applicazione carichi perm. portati

103 103 Cumbering design Displacements without cumbering 2,00E-02 Vert. Abbassamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 Closure of key segments Sutura campate First 50% of central spans external Prec. Est. Campate centrali prestressing (50%) Longitudinal Coordinata axis [m] Introduction of Applicazione carichi perm. permanent portati loads Second 50% of external tendons prestressing Ritesatura cavi esterni

104 104 Cumbering design Displacements without cumbering 4,00E-02 Vert. Abba assamento displacement [m] [m] 2,00E-02 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 1 Year after construction end 1 anno Longitudinal Coordinata axis [m]

105 105 Cumbering design Displacements without cumbering 4,00E-02 Vert. Abbassamento displacement [m] [m] 2,00E-02 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 1 Year after construction end 1 anno 4 anni 4 years after construction end Longitudinal Coordinata axis [m]

106 106 Cumbering design Displacements without cumbering 4,00E-02 Vert. Abbassamento displacement [m] [m] 2,00E-02 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 1 Year after construction end 4 years after construction end 1 anno 4 anni 16 anni Longitudinal Coordinata axis [m] 16 years after construction end

107 107 Cumbering design Displacements without cumbering 4,00E-02 Vert. Abbassamento displacement [m] [m] 2,00E-02 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-2,00E-02-4,00E-02-6,00E-02-8,00E-02-1,00E-01 1 Year after construction end 4 years after construction end 16 years after construction end 1 anno 4 anni 16 anni 50 anni Longitudinal Coordinata axis [m] 50 years after construction end

108 108 Cumbering design Displacements WITH cumbering 3,00E-02 Vert. Abba assamento displacement [m] [m] 2,00E-02 1,00E-02 End of segment 3 Fine concio 3 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02-5,00E-02 Longitudinal Coordinata axis [m]

109 109 Cumbering design Displacements WITH cumbering Vert. Abba assamento displacement [m] [m] 3,00E-02 2,00E-02 1,00E-02 Prestressing of tendons 6, 7, 8 Tiro cavi 6-8 End of segment 3 Fine concio 3 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02-5,00E-02 Longitudinal Coordinata axis [m]

110 110 Cumbering design Displacements WITH cumbering Vert. Abba assamento displacement [m] [m] 3,00E-02 2,00E-02 1,00E-02 Prestressing of tendons 6, 7, 8 Tiro cavi 6-8 End of segment 3 Fine concio 3 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 Fine concio 4-5,00E-02 Longitudinal Coordinata axis [m]

111 111 Cumbering design Displacements WITH cumbering Vert. Abba assamento displacement [m] [m] 3,00E-02 Prestressing of tendons Tiro 6, cavi 7, ,00E-02 End of 1,00E-02 Fine segment concio 3 0,00E+00 20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00-1,00E-02-2,00E-02-3,00E-02 Tiro cavi ,00E-02 Fine concio 4-5,00E-02 Longitudinal Coordinata axis [m]

112 112 Cumbering design Displacements WITH cumbering 2,00E-02 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 End of segment 5 Fine concio 5-5,00E-02-6,00E-02 Longitudinal Coordinata axis [m]

113 113 Cumbering design Displacements WITH cumbering 2,00E-02 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 Prestressing of tendons 12, 13, 14 Tiro cavi End of segment 5 Fine concio 5-5,00E-02-6,00E-02 Longitudinal Coordinata axis [m]

114 114 Cumbering design Displacements WITH cumbering Vert. Abba assamento displacement [m] [m] 2,00E-02 1,00E-02 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02 Grouting of internal Sigillatura cavi interni tendons -3,00E-02-4,00E-02 Longitudinal Coordinata axis [m]

115 115 Cumbering design Displacements WITH cumbering Vert. Abba assamento displacement [m] [m] 2,00E-02 1,00E-02 0,00E+00 10,00 30,00 50,00 70,00 90,00 110,00-1,00E-02-2,00E-02-3,00E-02 Grouting of internal Sigillatura cavi interni tendons First 50% of lateral Precompressione campate spans laterali external (50%) prestressing -4,00E-02 Longitudinal Coordinata axis [m]

116 116 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abba assamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 Closure of key segments Sutura campate Longitudinal Coordinata axis [m]

117 117 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abbassamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 Closure of key segments Sutura campate First 50% of central spans external Prec. Est. Campate centrali prestressing (50%) Longitudinal Coordinata axis [m]

118 118 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abbassamento displacement [m] [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 Closure of key segments Sutura campate First 50% of central spans external Prec. Est. Campate centrali prestressing (50%) Longitudinal Coordinata axis [m] Introduction of Applicazione carichi perm. permanent portati loads Second 50% of external tendons prestressing Ritesatura cavi esterni

119 119 Cumbering design Displacements WITH cumbering 1,00E-02 Abbassamento [m] 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-1,00E-02-2,00E-02-3,00E-02-4,00E-02 Closure of key segments Sutura campate First 50% of central spans external Prec. Est. Campate centrali prestressing (50%) Longitudinal Coordinata axis [m] Introduction of permanent loads Applicazione carichi perm. portati

120 120 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abba assamento displacement [m] [m] 5,00E-03 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-5,00E-03-1,00E-02-1,50E-02 1 year after construction 1 anno Longitudinal Coordinata axis [m]

121 121 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abbassamento displacement [m] [m] 5,00E-03 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-5,00E-03-1,00E-02-1,50E-02 1 year after construction 1 anno 4 anni 4 years after construction Longitudinal Coordinata axis [m]

122 122 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abbassamento displacement [m] [m] 5,00E-03 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-5,00E-03-1,00E-02-1,50E-02 1 year after construction 4 years after construction 1 anno 4 anni 16 anni Longitudinal Coordinata axis [m] 16 years after construction

123 123 Cumbering design Displacements WITH cumbering 1,00E-02 Vert. Abbassamento displacement [m] [m] 5,00E-03 0,00E+00 8,00 58,00 108,00 158,00 208,00 258,00-5,00E-03-1,00E-02-1,50E-02 1 year after construction 4 years after construction 16 years after construction 1 anno 4 anni 16 anni 50 anni Longitudinal Coordinata axis [m] 50 years after construction

124 Conclusions 124

125 125 Sustainability aspects Durability Economy No tensile stresses in concrete in SLS (Frequent combination) Time saving and elimination of launching girder Environmental impact Elimination of storage areas for segments Maintenance Rehabilitation Very easy inspection and control of external tendons Substitution of external tendons without significant limitation to traffic flow

126 126 Materials amount Flat webs Corrugated webs Concrete 0.80 m 3 /m m 3 /m 2 Steel 170 kg/m kg/m 2 Prestressing steel 60 kg/m 2 56 kg/m 2 Ordinary reinforcement 170 kg/m kg/m 2

127 127 Use of steel With plane webs Main girders: Partial total 61 kg/m 2 web weight 34 Kg/m 2 flanges weight 15 Kg/m 2 connections, studs, bolts, plates, etc 16 Kg/m 2 web stiffeners 15 Kg/m 2 truss diaphragms 141 kg/m Kg/m 2 for pier segments and prestressing deviators

128 128 Use of steel With corrugated webs Main girders: Partial total 74 kg/m 2 web weight 34 Kg/m 2 flanges weight 17 Kg/m 2 connections, studs, bolts, plates, etc 0 Kg/m 2 web stiffeners 0 Kg/m 2 truss diaphragms 125 kg/m Kg/m 2 for pier segments and prestressing deviators = 154 Kg/m 2

129 129 Thank u for kind attention!