Prestressed composite box girder bridges with corrugated · PDF file1 Prestressed composite...

Prestressed composite box girder bridges with corrugated webs

A critical comparison with flat steel websA critical comparison with flat steel webs

Ing. Gabriele Bertagnoli

Politecnico di Torino

Some examples of the use of corrugated webs in bridges

(and other civil structures)

• Pont de la Corniche, France

• Himi Yuma Bridge, Japan

• Ginzan-Miyuki Bridge, Japan

• Hontani Bridge, Japan

• Long span building structures (by “Zeman & Co”)

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

Verrieres bridge Verrieres bridge –– FranceFrance

Roccaprebalza Viaduct : Parma Roccaprebalza Viaduct : Parma –– La Spezia Highway La Spezia Highway -- ItalyItaly

Gassino bridge Gassino bridge –– Torino Torino -- ItalyItaly

Some theory stuff

As the web is corrugated, it has very little ability to sustain longitudinal stresses. Conventionally the contribution of the web to the ultimate

Bending behaviour of corrugated webs

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 order to verify if the web can contribute to the bending capacity of

the whole girder, the failure moment is compared with the bending

Bending behaviour of corrugated webs

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.

Mf ≃≃≃≃MMMMy,fy,fy,fy,f My,w ≃≃≃≃ 0000

The bending capacity of the whole girder is affected by manyThe 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.

Shear behaviour of corrugated webs

FAILURE MODESMODES

Local buckling

Zonal buckling

Global buckling

FAILURE MODESMODES

Local buckling

Zonal buckling

Global buckling

FAILURE MODESMODES

Local buckling

Zonal buckling

Global buckling

60° 6

60° 45° 30°

FAILURE MODESMODES

Local buckling

Zonal buckling

Global buckling

n=LTOT

Strength of corrugated webs

subjected to shear:

- Local buckling (similar

expression of the local buckling

formula for normal plate girder

developed by Timoshenko and

Ecr,L l

E ak ( )wπ

= ⋅ −

- The shear yield stress τy is

defined by the Huber-Von ( )wν− 12 1

- Global buckling (calculated

from the orthotropic-plate

buckling theory)

defined by the Huber-Von

Mises-Hencky yield criterion

y xEcr,G g

⋅= ⋅

f . fτ = ≈ 0 583

INTERACTIVE BUCKLING STRENGTH

LIVE LOADS : LIVE LOADS :

ELASTIC ANALYSISELASTIC 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 ANALYSISVISCOELASTIC ANALYSIS

viscoelasticity theorems CAN NOT be used

• step by step analysis with detailed time history:

[ ] [ ] )(),(),(2

1)()()()(),()(

ikikicickcs

tkc tttJttJtttdtJt

εσσετστε ∑∫=

−− +

+⋅⋅−≈+=

Creep and relaxation functions used in phased analysis

∫+⋅=t

tdtRttRt

)(),(),()( 00 τετεσ

∫+⋅=t

tdtJttJt

)(),(),()( 00 τστσε

),(1 ttϕ

),()(),( 02800 ttEtEttR ρ⋅+=

0),( 0 ≥ttϕ28

0),( 0 ≤ttρ

Comparison of flat webs solution and corrugated webs solution on the same

“testing” bridge

Construction procedure common to both flat and corrugated webs solutions

Gassino bridge reduced to 3 hammers schemeGassino bridge reduced to 3 hammers scheme

92m 92m 50m50m

Soletta superiore

Concrete top slab with bonded prestressing

Trave in acciaio

Soletta inferiorePredalle prefabbricata

Steel webs

Concrete bottom slab

Precast slab used as

scaffolding

PositionDeck depth

Depth/Span

length L/h

Continuity

support4 23

Midspan and

abutments2 46

Hammers construction phases

Single hammer construction phases

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

Phase 2 - Webs assembling by bolts and adjustment/stiffening bytemporary ties

Phase 3 – Slabs Phase 3 – Slabs concreting

Phase 4 – Internal prestressing

28 tendons: 6 for each segment apart from segment 1 which has 2

N°of strandsStrand cross

sectionNominal

areaDuct

diameter

15 139 mm2 2085 mm2 90 mm

Phase 4 – Internal prestressing

Layout of the connection connection

reinforcement

between precast anchorage blocks and

upper slab.

Phase 5

Repetition of previous operations working in

parallel on several piersparallel on several piers

Phase 6 – Alignment of bolted joint on webs between two segments

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

Phase 7 – External prestressing

Pay attention to the geometrical interferences between external tendons and stiffeners

Transversal truss stiffeners detail.detail.

Longitudinal spacing = 3m

The shape of plenty of them is modified to avoid external

tendons geometrical interferences.

(See arrows in the picture (See arrows in the picture

beside and in the previous slide)

Construction time scheduling common to both flat and corrugated webs solutions

Day Time [d] Phase Segment Side Set Segment side Load

Monday 1 1 0 Web+TS+BS

Wednesday 3 1 0 Web+TS+BS

Elements activation Loads activationTime steps

Hammers 1 and 3

Wednesday 3 1 0 Web+TS+BS

Thursday 46 2 1 Right Web 1 Right Web

Friday 47 3 1 Left Web 1 Left Web

Saturday 48 3 1 Right BS

Monday 50 3 1 Left BS

Tuesday 51 4 1 Right BS

Wednesday 52 5 1 Left BS

Thursday 53 5 1 Right TS

Friday 54 5 1 Left TS

Saturday 55 6 1 Right TSSaturday 55 6 1 Right TS

Monday 57 7 1 Left TS 1 Prestress

Tuesday 58 8 2 Right Web 2 Right Web

Wednesday 59 9 2 Left Web 2 Left Web

Thursday 60 9 2 Right BS

Friday 61 9 2 Left BS

Saturday 62 10 2 Right BS

Monday 64 11 2 Left BS

Tuesday 65 11 2 Right TS

Evolution of internal actions during construction and service life of

FLAT WEB SOLUTIONFLAT WEB SOLUTION

3,00E+07

Bending moment diagrams during hammer construction phases

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

40 45 50 55 60 65 70 75 80 85

Fine concio 1

End of segment 1

-3,00E+07

Coordinata [m]Longitudinal axis [m]

3,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

40 45 50 55 60 65 70 75 80 85

Fine concio 1

Tiro cavi 1-2

End of segment 1

Prestressing of tendons 1

and 2Be

-3,00E+07

3,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

40 45 50 55 60 65 70 75 80 85

Fine concio 1

Tiro cavi 1-2

Fine concio 2End of

segment 1

End of segment 2

-3,00E+07

3,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

40 45 50 55 60 65 70 75 80 85

Fine concio 1

Tiro cavi 1-2

Fine concio 2End of

segment 1

End of segment 2

-3,00E+07

Coordinata [m]

Tiro cavi 3-5Prestressing of tendons 3,

4, 5Longitudinal axis [m]

5,00E+07

6,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

20 30 40 50 60 70 80 90 100 110Mo

Fine concio 3End of

segment 3

-3,00E+07

-2,00E+07

5,00E+07

6,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

20 30 40 50 60 70 80 90 100 110Mo

Fine concio 3

Tiro cavi 6-8

End of segment 3

Prestressing of tendons 6,

-3,00E+07

-2,00E+07

Coordinata [m]

Tiro cavi 6-8of tendons 6, 7, 8

Longitudinal axis [m]

5,00E+07

6,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

20 30 40 50 60 70 80 90 100 110Mo

Fine concio 3 Fine concio 4

Tiro cavi 6-8

End of segment 3

End of segment 4

-3,00E+07

-2,00E+07

Coordinata [m]

Tiro cavi 6-8of tendons 6,

5,00E+07

6,00E+07

-2,00E+07

-1,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

20 30 40 50 60 70 80 90 100 110Mo

Fine concio 3

Tiro cavi 9-11

Fine concio 4

Tiro cavi 6-8

End of segment 3

Prestressing

End of segment 4

-3,00E+07

-2,00E+07

Coordinata [m]

Tiro cavi 6-8Prestressing of tendons 6,

of tendons 9, 10, 11

8,00E+07

9,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

6,00E+07

7,00E+07

8,00E+07

Fine concio 5

End of segment 5

-1,00E+07

0,00E+00

10 30 50 70 90 110

8,00E+07

9,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

6,00E+07

7,00E+07

8,00E+07

Fine concio 5

Tiro cavi 12-14

End of segment 5

Prestressing of tendons 12, 13, 14

-1,00E+07

0,00E+00

10 30 50 70 90 110

6,00E+07

7,00E+07

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

6,00E+07

m] Sigillatura cavi

interniGrouting of all internal tendons

-1,00E+07

0,00E+00

10 30 50 70 90 110

6,00E+07

7,00E+07

Bending moment diagrams: external prestressing

introduction on lateral spans

0,00E+00

1,00E+07

2,00E+07

3,00E+07

4,00E+07

5,00E+07

6,00E+07

Precompressione

campate laterali (50%)

Sigillatura cavi

interniGrouting of all internal tendons50% of lateral

spans prestressing

-1,00E+07

0,00E+00

10 30 50 70 90 110

6,00E+07

8,00E+07

Bending moment diagrams: end of construction of central

hammer

-6,00E+07

-4,00E+07

-2,00E+07

0,00E+00

2,00E+07

4,00E+07

6,00E+07

0 50 100 150 200 250 300

Fine stampella 2End of construction of hammer 2

-8,00E+07

-6,00E+07

6,00E+07

8,00E+07

Bending moment diagrams: introduction of central spans

external prestressing

-6,00E+07

-4,00E+07

-2,00E+07

0,00E+00

2,00E+07

4,00E+07

6,00E+07

0 50 100 150 200 250 300

Fine stampella 2

Precompressione

campate centrali (50%)

End of construction of hammer 2

50% of central span prestressingB

-8,00E+07

-6,00E+07

6,00E+07

8,00E+07

Bending moment diagrams: permanent loads introduction

-6,00E+07

-4,00E+07

-2,00E+07

0,00E+00

2,00E+07

4,00E+07

6,00E+07

0 50 100 150 200 250 300

Perm. portatiPermanent loads

-8,00E+07

-6,00E+07

6,00E+07

8,00E+07

Bending moment diagrams: introduction of 2nd 50% of

external prestressing

-6,00E+07

-4,00E+07

-2,00E+07

0,00E+00

2,00E+07

4,00E+07

6,00E+07

0 50 100 150 200 250 300

Perm. portati

Ritesatura cavi

Permanent loads

Second 50% of external B

-8,00E+07

-6,00E+07

Coordinata [m]

of external prestressing

6,00E+07

8,00E+07

Bending moment diagrams: end of service life (50 years)

-6,00E+07

-4,00E+07

-2,00E+07

0,00E+00

2,00E+07

4,00E+07

6,00E+07

0 50 100 150 200 250 300

Perm. portati

Ritesatura cavi50 anni

Permanent loads

Second 50% of external 50 years

-8,00E+07

-6,00E+07

Coordinata [m]

50 anni of external prestressing

50 years

Evolution of stresses during construction and service life of

FLAT WEBS SOLUTIONFLAT WEBS SOLUTION

Axial stress in concrete top slab – continuity support section

0 50 100 150 200 250 300 350 400

Applicazione carichi

permanenti portati

Tiro dei cavi interniInternal tendons prestressing

Permanent loads introduction

ess [M

-12,00

-10,00

Tempi [gg]

Tiro dei cavi esterni

campate centrali (50%)Ritesatura cavi esterni

First 50% of external prestressing on

lateral spansFirst 50% of external

prestressing on central spans

Second 50% of external prestressing everywhere

Time [days]

ess [M

100 1000 10000 100000

50 anni50 years: end of

service life

ess [M

-11,00

-10,00

Tempi [gg]

377 gg.377 days: end of construction

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

Axial stress in concrete bottom slab – continuity support section

Tiro dei cavi interni

Internal tendons prestressing

First 50% of external prestressing on central

ess [M

Tempi [gg]

permanenti portati

Ritesatura cavi esterniFirst 50% of external prestressing on lateral spans

Time [days]

ess [M

100 1000 10000 100000

a] 50 anni50 years:

end of service life

ess [M

Tempi [gg]

377 gg.377 days: end of construction

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

Axial stress in steel top flange – continuity support section

-20,00

ess [M

-100,00

-80,00

-60,00

-40,00

Tempi [gg]

permanenti portati

campate centrali (50%) Ritesatura cavi esterni

lateral spans

introduction

First 50% of external prestressing on central spans Second 50% of external

prestressing everywhere

Time [days]

ess [M

-80,00

100 1000 10000 100000

-120,00

-100,00

-80,00

377 gg.377 days: end of

construction

ess [M

-180,00

-160,00

-140,00

Tempi [gg]

service life

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

Axial stress in steel bottom flange – continuity support section

-80,00

-60,00

-40,00

-20,00

Tiro dei cavi interniInternal tendons

prestressing

First 50% of external

ess [M

-140,00

-120,00

-100,00

-80,00

Tempi [gg]

campate centrali (50%) Ritesatura cavi esterni

permanenti portati

lateral spansPermanent loads

introduction

First 50% of external prestressing on central spans

Time [days]

ess [M

-100,00

100 1000 10000 100000

-140,00

-120,00

-100,00

377 gg.377 days:

end of construction

ess [M

-180,00

-160,00

Tempi [gg]

50 anni

50 years: end of

service life

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

Axial stress in concrete top slab – midspan key segment

a] Tiro dei cavi esterni

ess [M

Tempi [gg]

Ritesatura cavi esterni

permanenti portati

Time [days]

ess [M

100 1000 10000 100000

Axial stress in concrete top slab – midspan key segment

service life

ess [M

Tempi [gg]

377 gg.

377 days: end of

construction

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

Axial stress in concrete bottom slab – midspan key segment

a] Tiro dei cavi esterni

permanenti portati

Permanent loads introductionFirst 50% of external

prestressing on central spans

ess [M

Tempi [gg]

Ritesatura cavi esterniSecond 50% of external prestressing everywhere

Time [days]

ess [M

100 1000 10000 100000

Axial stress in concrete bottom slab – midspan key segment

service life

ess [M

Tempi [gg]

377 gg.

377 days: end of

construction

Time [days]

ess [M

Modeling of

CORRUGATED WEBS

Overall characteristicsOverall characteristics

• High longitudinal deformability (accordion effect)

• better U.L.S. shear buckling behaviour;

• Out of the plane inertia (transverse bending/ folded plate) .

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 thepure bending moment and the

axial deformation in each

plate element of the

corrugated web is negligible.

VIRTUAL WORKS PRINCIPLE

sencFdx

sencsencFdS

−⋅⋅

+⋅⋅⋅⋅

= ∫ ∫∫ 113 αααα

δccEJEJEJ

+⋅⋅

sencFD

Hypothesis: the web is under

pure bending moment and thepure bending moment and the

axial deformation in each

plate element of the

corrugated web is negligible.

VIRTUAL WORKS PRINCIPLE

sencFdx

sencsencFdS

−⋅⋅

+⋅⋅⋅⋅

= ∫ ∫∫ 113 αααα

+⋅⋅

⋅⋅=∆

ccEJEJEJA BS

hFLAT ⋅⋅

⋅=∆

+⋅⋅⋅

=∆∆

whflat

Longitudinal profileLongitudinal profile

Web corrugationWeb corrugationReduction of Reduction of

modulus of modulus of

elasticity to take elasticity to take

into account into account

longitudinal longitudinal

stiffnessstiffness

Comparison of results between corrugated and flat webs

0 50 100 150 200 250 300 350 400

Anime lisce

Anime corrugate

permanenti portati

Tiro dei cavi interniInternal tendons prestressing

Flat webs

Corrugated webs

ess [M

-12,00

-10,00

Tempi [gg]

campate laterali (50%)Tiro dei cavi esterni

campate centrali (50%)Ritesatura cavi esterni

lateral spans First 50% of external prestressing on central

spansSecond 50% of

external prestressing everywhere

Time [days]

ess [M

100 1000 10000 100000

Anime lisce

Anime corrugate

50 anni

Flat webs

Corrugated webs

50 years: end of

service life

ess [M

-12,00

-11,00

-10,00

Tempi [gg]

construction

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

Anime lisce

Anime corrugate

Flat webs

Corrugated websInternal tendons prestressing

First 50% of external

First 50% of external prestressing on central

Second 50% of external

ess [M

-10,00

Tempi [gg]

permanenti portati

Ritesatura cavi esterniFirst 50% of external prestressing on lateral spans

Time [days]

ess [M

100 1000 10000 100000

Anime lisce

Anime corrugate

50 anni

Flat webs

Corrugated webs

50 years: end of

service life

ess [M

Tempi [gg]

construction

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

-20,00

Anime lisce

Anime corrugate

permanenti portati

Tiro dei cavi interniFlat webs

Corrugated websInternal tendons

prestressing

ess [M

-100,00

-80,00

-60,00

-40,00

-20,00

Tempi [gg]

permanenti portati

lateral spans

introduction

Second 50% of external prestressing

everywhereTime [days]

ess [M

-60,00

100 1000 10000 100000

-120,00

-100,00

-80,00

-60,00

377 gg.377 days:

end of construction

ess [M

-180,00

-160,00

-140,00

Tempi [gg]

Anime lisce

Anime corrugate

50 anniFlat webs

Corrugated webs

50 years: end of

service life

Time [days]

ess [M

0 50 100 150 200 250 300 350 400

-100,00

-80,00

-60,00

-40,00

-20,00

Anime lisce

Anime corrugate

permanenti portati

Flat webs

Corrugated webs

ess [M

-180,00

-160,00

-140,00

-120,00

-100,00

Tempi [gg]

lateral spans

Time [days]

ess [M

-100,00

100 1000 10000 100000

-180,00

-160,00

-140,00

-120,00

-100,00

Anime lisce

Anime corrugate377 gg.

Flat webs

Corrugated webs377 days:

end of construction

ess [M

-240,00

-220,00

-200,00

-180,00

Tempi [gg]

50 anni50 years:

end of service life

Time [days]

ess [M

Cumbering design

Cumbering designCumbering design

Displacements without cumbering

-5,00E-03

-4,00E-03

-3,00E-03

-2,00E-03

-1,00E-03

0,00E+00

1,00E-03

40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00

Fine concio 1End of

segment one

-9,00E-03

-8,00E-03

-7,00E-03

-6,00E-03

Coordinata [m]

-5,00E-03

-4,00E-03

-3,00E-03

-2,00E-03

-1,00E-03

0,00E+00

1,00E-03

40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00

Fine concio 1Tiro cavi 1-2 End of segment one

-9,00E-03

-8,00E-03

-7,00E-03

-6,00E-03

Coordinata [m]

-5,00E-03

-4,00E-03

-3,00E-03

-2,00E-03

-1,00E-03

0,00E+00

1,00E-03

40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00

Fine concio 1Tiro cavi 1-2 End of segment 1

-9,00E-03

-8,00E-03

-7,00E-03

-6,00E-03

Coordinata [m]

Fine concio 2

End of segment 2

-5,00E-03

-4,00E-03

-3,00E-03

-2,00E-03

-1,00E-03

0,00E+00

1,00E-03

40,00 45,00 50,00 55,00 60,00 65,00 70,00 75,00 80,00 85,00

Fine concio 1Tiro cavi 1-2 Tiro cavi 3-5End of

segment 1

and 2Prestressing

tendons 3 , 4, 5

-9,00E-03

-8,00E-03

-7,00E-03

-6,00E-03

Coordinata [m]

Fine concio 2

End of segment 2

-2,00E-02

-1,50E-02

-1,00E-02

-5,00E-03

0,00E+00

5,00E-03

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3End of segment 3

-4,00E-02

-3,50E-02

-3,00E-02

-2,50E-02

Coordinata [m]

-2,00E-02

-1,50E-02

-1,00E-02

-5,00E-03

0,00E+00

5,00E-03

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

Tiro cavi 6-8

End of segment 3

Prestressing of tendons 6, 7 ,8

-4,00E-02

-3,50E-02

-3,00E-02

-2,50E-02

Coordinata [m]

-2,00E-02

-1,50E-02

-1,00E-02

-5,00E-03

0,00E+00

5,00E-03

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

Tiro cavi 6-8

End of segment 3

-4,00E-02

-3,50E-02

-3,00E-02

-2,50E-02

Coordinata [m]

Fine concio 4

End of segment 4

-2,00E-02

-1,50E-02

-1,00E-02

-5,00E-03

0,00E+00

5,00E-03

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

Tiro cavi 6-8

Tiro cavi 9-11 End of segment 3

Prestressing tendons 9 , 10 ,11

-4,00E-02

-3,50E-02

-3,00E-02

-2,50E-02

Coordinata [m]

Fine concio 4

End of segment 4

-4,00E-02

-3,00E-02

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

-8,00E-02

-7,00E-02

-6,00E-02

-5,00E-02

Coordinata [m]

Fine concio 5

End of segment 5

-4,00E-02

-3,00E-02

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

Tiro cavi 12-14

-8,00E-02

-7,00E-02

-6,00E-02

-5,00E-02

Coordinata [m]

Fine concio 5

End of segment 5

-4,00E-02

-3,00E-02

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

Sigillatura cavi interniGrouting of internal

-8,00E-02

-7,00E-02

-6,00E-02

-5,00E-02

Coordinata [m]

Sigillatura cavi interni

Grouting of internal tendons

-4,00E-02

-3,00E-02

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

-8,00E-02

-7,00E-02

-6,00E-02

-5,00E-02

Coordinata [m]

Precompressione

Sigillatura cavi interni

Grouting of internal tendons

First 50% of lateral spans external prestressing

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

Sutura campate

Closure of key segments

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

Sutura campatePrec. Est. Campate

centrali (50%)

First 50% of central spans external prestressing

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

centrali (50%)

perm. portati

Introduction of permanent loads

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

centrali (50%)

perm. portati

Ritesatura cavi

esterni

Second 50% of external tendons

prestressing

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

4,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

1 anno

1 Year after construction end

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

4,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

1 anno 4 anni

4 years after construction end

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

4,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

1 anno 4 anni 16 anni

-4,00E-02

-2,00E-02

0,00E+00

2,00E-02

4,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,00E-01

-8,00E-02

-6,00E-02

Coordinata [m]

1 anno 4 anni 16 anni 50 anni

Displacements WITH cumbering

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

3,00E-02

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

End of segment 3

-5,00E-02

-4,00E-02

-3,00E-02

-2,00E-02

Coordinata [m]

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

3,00E-02

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

Tiro cavi 6-8

End of segment 3

-5,00E-02

-4,00E-02

-3,00E-02

-2,00E-02

Coordinata [m]

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

3,00E-02

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

Tiro cavi 6-8

End of segment 3

-5,00E-02

-4,00E-02

-3,00E-02

-2,00E-02

Coordinata [m]

Fine concio 4

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

3,00E-02

20,00 30,00 40,00 50,00 60,00 70,00 80,00 90,00 100,00 110,00

Fine concio 3

Tiro cavi 6-8

Tiro cavi 9-11

End of segment 3

-5,00E-02

-4,00E-02

-3,00E-02

-2,00E-02

Coordinata [m]

Fine concio 4

-3,00E-02

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

Fine concio 5End of segment 5

-6,00E-02

-5,00E-02

-4,00E-02

-3,00E-02

Coordinata [m]

segment 5

-3,00E-02

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

Fine concio 5

Tiro cavi 12-14

End of segment 5

-6,00E-02

-5,00E-02

-4,00E-02

-3,00E-02

Coordinata [m]

segment 5

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

tendons

-4,00E-02

-3,00E-02

-2,00E-02

Coordinata [m]

-1,00E-02

0,00E+00

1,00E-02

2,00E-02

10,00 30,00 50,00 70,00 90,00 110,00

tendons

-4,00E-02

-3,00E-02

-2,00E-02

Coordinata [m]

Precompressione

First 50% of lateral spans external prestressing

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-4,00E-02

-3,00E-02

Coordinata [m]

Sutura campate

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-4,00E-02

-3,00E-02

Coordinata [m]

centrali (50%)

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-4,00E-02

-3,00E-02

Coordinata [m]

centrali (50%)

perm. portati

Ritesatura cavi

esterni

First 50% of central spans

external

prestressingIntroduction of

permanent loads

Second 50% of external tendons

prestressing

-2,00E-02

-1,00E-02

0,00E+00

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-4,00E-02

-3,00E-02

Coordinata [m]

centrali (50%)

perm. portati

-5,00E-03

0,00E+00

5,00E-03

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,50E-02

-1,00E-02

Coordinata [m]

1 anno

1 year after construction

-5,00E-03

0,00E+00

5,00E-03

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,50E-02

-1,00E-02

Coordinata [m]

1 anno 4 anni

4 years after construction

-5,00E-03

0,00E+00

5,00E-03

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,50E-02

-1,00E-02

Coordinata [m]

1 anno 4 anni 16 anni

-5,00E-03

0,00E+00

5,00E-03

1,00E-02

8,00 58,00 108,00 158,00 208,00 258,00

-1,50E-02

-1,00E-02

Coordinata [m]

1 anno 4 anni 16 anni 50 anni

Conclusions

Sustainability aspects

Durability ⇒ No tensile stresses in concrete in SLS(Frequent combination)(Frequent combination)

Economy ⇒ Time saving and elimination of launching girder

Environmental impact ⇒ Elimination of storage areas for segments

Maintenance ⇒ Very easy inspection and control of external tendons

Rehabilitation ⇒ Substitution of external tendons without significant limitation to traffic flow

Materials amount

Flat webs Corrugated webs

Concrete 0.80 m3/m2 0.80 m3/m2

Steel 170 kg/m2 155 kg/m2

Prestressing steel 60 kg/m2 56 kg/m2

Ordinary reinforcement 170 kg/m2 170 kg/m2

Use of steel

With plane webs

Main girders: 61 kg/m2 web weight

34 Kg/m2 flanges weight

15 Kg/m2 connections, studs, bolts, plates, etc…

16 Kg/m2 web stiffeners

15 Kg/m2 truss diaphragms

Partial total 141 kg/m2 + 29 Kg/m2 for pier segments and prestressing deviators

Use of steel

With corrugated webs

Main girders: 74 kg/m2 web weight

34 Kg/m2 flanges weight

17 Kg/m2 connections, studs, bolts, plates, etc…

0 Kg/m2 web stiffeners

0 Kg/m2 truss diaphragms

Partial total 125 kg/m2 + 29 Kg/m2 for pier segments and prestressing deviators = 154 Kg/m2

Thank u for kind attention !

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