Bridge Management

ITALIAN TECHNICAL COMMITTEEITALIAN TECHNICAL COMMITTEE“Road Bridges”

BRIDGE MANAGEMENTMETHODS OF INTERVENTIONMETHODS OF INTERVENTION

Marco Arduini Co-Force s.r.l. via Pindemonte, 16 – Reggio Emilia - [email protected]

Bridge length10m 50m 52 4%– 10m – 50m 52.4%

– >50m– 100m 15.3%– >100m– 200m 14.1%– >200m – 500m 14.2%– >500m – 1000m 2.4%– >1000m – 2000m 1.4%– >2000m – 3600m 0.2%

Type of structureRC concrete 40.1%PC concrete (bonded) 28.0%PC concrete (post injected) 43.5%Steel - concrete 4.1%

%Masonry 2.1%Other 2.0%

Deck typeSimply supported 68,7%TRAVATA GERBER 3,3%TRAVATA CONTINUA 3,8%V N N ,TRAVATA APP. + SBALZI 0,6%TRAVATA CONT. IN SOLETTA 0,1%CASSONE APPOGGIATO 1 3%CASSONE APPOGGIATO 1,3%CASSONE CONTINUO 5,1%SOLETTONE APPOGGIATO 11,5%SOLETTONE GERBER 0,1%SOLETTONE CONTINUO 0,3%SOLETTONE APPOGGIATO+SBALZI 0 2%SOLETTONE APPOGGIATO+SBALZI 0,2%TELAIO 4,6%SEMITELAIO 0,6%ARCO 1,8%ARCO CON RINFRANCO 4,6%ARCO CELLULARE 0,9%,STRALLATO 0,1%ARCO CON RILEVATO 0,1%

PERIODIC INSPECTIONS AND MAINTENANCE PIANIFICATION

P i di i ti d it iPeriodic inspections and monitoringDamage evaluation for all bridge component: beams, deck, piles, piers etcMaintenance pianificationpDesign and applicationsIn situ rapid test to validate the application

BOUNDARY CONDITION:Minimum interference with traffic

PERIODIC INSPECTION AND DAMAGE EVALUATION

No defects No repair job

Visual defectsNo structural

Min. structural impact Min concreteVisual defects

Min. structural impact Min. concrete repair / protection

Vi l d f tMin. structural impact

Visual defects

Damaged zone

Structural min.damage Monitoring and repair job in 5 zone

yearsSmall reduction of

safety factorRepair job in 3

yearsDamaged

zoneReduction of safety

factor Damaged zone

Urgent repair job in 1-2 years

Big Damageγ reduction

PROGRAMMA S.A.M.O.A.Con la compilazione di apposite schede, siottiene:

•L’analisi dettagliata delle caratteristichecostruttive;

•Il rilievo accurato degli ammaloramentipresenti;

•Il giudizio dello stato dell’operamediante metodologie codificate.

1960MAINTENANCE OR UPGRADE?

Testo Unico 2008

Change in the live loadg

MAINTENANCE OR UPGRADE?

CHANGE IN THE DESIGN METHOD

1960: Allowable stress1960: Allowable stress2008 : Ultimate and service limit stress

CHANGE IN THE TRUCK DIMENSIONS

Ch i i t l d b i


1960: 250 kg/m 2008: 8-10 tonChange in new impact load on barrier


Guard rail punching mechanism

1960: 50 cm 2008: 80cm


Ch i th b id il tChange in the bridge rail type

20

SITUAZIONE FUTURA100

165

200 20

80

135

240 240 240125 11


NEED OF DECK ENLARGEMENT to add one more lane, or to install sonic barrier or add a pedestrian lane

46

15

18

100kg/m

100

5ton/m

300kg/m

200kg/m40kg/m

60kg/m

20 25

PAVIMENTAZIONE

20

1Ø12 /20cm

14

1515

70

135

103

10

69


2008: seismic action: 0 1 – 0 5 x dead load

1960: seismic action =0.1xdead load

2008: seismic action: 0.1 0.5 x dead load


Concrete degradation and steel corrosion

RC b 40 ld t k f b id

MAINTENANCE OR UPGRADE rapid technique for bending

RC beams 40 years old, taken from a bridge

Concrete repair using high strength using high strength, shrinkage compensated, p“ductile” mortars + steel nets, rebars,

b fib d carbon fiber rods, FRP sheets….

MAINTENANCE OR UPGRADE rapid technique for bendingfor bending

2000

1400

1600

1800

1000

1200

1400

tot.

[kN

]

600

800Car

ico

Trave A

200

400

Trave ATrave CTrave ETrave A: AnaliticoTrave C: AnaliticoTrave E: Analitico

00 10 20 30 40 50 60 70

Freccia [mm]

Trave E: Analitico

GROUP A: Hydrodemolition + repair mortar SECTION A-AA

MAINTENANCE OR UPGRADE rapid technique for bending

y p

Hydrodemolition 2cm+Type1/2 mortar 2-3cm

Concrete cover hydrodemolition

2+2or4Ø6mmCFRP Sheet 20

120

A

GROUP A: Sand blast without repair mortar

Epoxy putty 20Sand blast + FRP sheet 120

5201000

200 1 or 3 pliesCFRP sheet

520 60

SECTION A-A

2+2or4

A

200520520 60

Epoxy putty Sand blast + FRP sheet 120

1000

100CFRP Sheet

2+2or4Ø6mm

A

Hydrodemolition + Type 1 or 2 mortar 2-3cm

GROUP C: Hydrodemolition + repair mortar

CFRP rod 30130

SECTION A-A

Ø

A

1000520520 20060

1 or 3CFRP rod

GROUP C: grooves + epoxy putty A SECTION A-A

ØA

Groove + CFRP rod

520520

120

1 or 3grooves100

g p y p y

60

Epoxy putty

A

20

SECTION A A

Ø

1000520520 grooves

20060

MAINTENANCE OR UPGRADE rapid technique for bendingConcrete cover replacement + CFRP rods

4 fundamental factors governs the success of the reinforcement job:Interface adhesion concrete-repair mortarInterface adhesion concrete repair mortar

Bond CFRP-repair mortarDurability and stability over time

Ductility and high tensile stress of repair mortarsDuctility and high tensile stress of repair mortars•Simplicity, speed and ligthweigth

25

CFRP+Putty

15

20

CFRP+Concrete

CFRP+FR

10

15

Load

[kN

]

Steel+concrete

5 Perfect bondBond-slipPerfect bond: Steel

00 2 4 6 8 10 12 14 16 18 20

Mid-span deflection [mm]

Perfect bond: Steel

MAINTENANCE OR UPGRADE rapid technique for bending:

External prestressing blcables

CFRP sheets glued to concrete

DESIGN GUIDELINESWhat are the parameters that affect the safety factor of

h i f ?

8

9

Momento resistente massimoAverage moment at failure

the reinforcement?

6

7

m] γs=2.5

γ > 1.5

5

6

esis

tent

e [k

N*m

Massimo livello sollecitazioni limite ultimeUltimate limit moment

3

4

Mom

ento

re

AA-Analytic

Massimo livello sollecitazioni di servizioService limit moment

1

2

00.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0

Curvatura [E-6/mm]

ACI 440ACI 440CNR DT 200 - 2005

DESIGN GUIDELINES

),min( fddfk

afd ff

f η= fm

f γFkf

ffd tE

fΓ

=21

1, tkbFk ffk03.0=ΓDelaminazione di estremità

fcfdff t⋅, γγ

ff tE

ctmckbFk ffk03.0Γdi estremità

Delaminazione FkfEf

Γ23

CNR DT200 0

mtm

ffe f

L2

=Delaminazione intermedia

f

Fkf

cfdffd t

f⋅

=2, γγ

CNR DT200-05

ACI 440 DESIGN AND SAFETY FACTORSDESIGN GUIDELINES

ACI 440 DESIGN AND SAFETY FACTORS

⎪⎪⎧

≤≤⎟⎟⎠

⎞⎜⎜⎝

⎛− 000,180tnEfor90.0

000360tEn

160

1ff

ff

fkmefu fkCf =⎪⎪

⎩

⎪⎪

⎨>≤⎟

⎟⎠

⎞⎜⎜⎝

⎛

ε

⎟⎠

⎜⎝ε

=κ000,180tnEfor90.0

tnE000,90

601

f000,36060

fffffu

fffu

m

⎩ ⎠⎝ε fffu

For 1layer t=0.165mmFor 3 layers t=0 5mm

3000 C20-SAB-C530(CNR)C20,C60-SAB-C530(ACI)C60-SAB-C530(CNR)

For 3 layers t=0.5mmFor NSM rod: tequiv=Af/pp

For INT rod: tequiv=Af/b2000

2500 C20-F1B7,F1B10(CNR)C20-F1B7,F1B10(ACI)

1000

1500F fdd,2 , ffu

[MPa]

0

500

00 0,2 0,4 0,6 0,8 1 1,2 1,4 1,6 1,8 2

t f [mm]

La prestazione effettiva Negli interventi di riparazione

l’adesione è fondamentale bbi tpdell’intervento può raggiungere il 50-70% del carico di progetto

l adesione è fondamentale sabbiatura

idrolavaggio

55

60idrolavaggio

40

45

50Peeling FRP estremità

30

35

0

co 2

P

[kN

] Scorrimento barra

15

20

25Car

ic

AP2-ExpAP1-ExpAP-Analytic

5

10

15 P P

δ

00.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0

Freccia δ [mm]

MAINTENANCE OR UPGRADE rapid technique for shear

MAINTENANCE OR UPGRADE rapid technique for shear

MAINTENANCE OR UPGRADE rapid technique for bending / shear / confinement

FRP WRAPPING

Column ductility enhancement - Enna

General Conceptsp

CNR DT 200experimental

design fccd, eff

ydsccdcu fAfAN ⋅+⋅=kkkEf ⋅⋅⋅⋅⋅⋅=

1 ερy

⎥⎤

⎢⎡

⎟⎟⎞

⎜⎜⎛

+=3/2

,6.21 effldd

fff

avHridfdffeffl kkkEf ⋅⋅⋅⋅⋅⋅= ,, 2ερ

⎥⎤

⎢⎡ ⋅

i fka εη⎥⎥⎦⎢

⎢⎣

⎟⎟⎠

⎜⎜⎝

+ 6.21cd

cdccd fff

⎥⎥⎦⎢

⎢⎣

004.0,minf

fka

γη

Adhesion properties are related to the concrete

f ti lsurface preparation also

• A specific design recommendation to repair and reinforce concrete and masonryhas been defined in Italy in 2005, this code demonstrate higher safety factorsy g ythan ACI 440.

• To guarantee a good and durable success of the intervention new designprescriptions need to be fixed: some are related to concrete-repair mortarinterface, some are related to repair mortar- reinforcement applied, others arespecific for the reinforcement;

I PONTI SONO SEMPRE QUELLI

• A procedure to qualify one FRP system (including repair mortar) has beendeveloped by one of the mayor highway administration in Italy;

I PONTI SONO SEMPRE QUELLI ...• ACI 440 or other available recommendations at international levels do not take

into account all parameters involved, so a correct design safety factor cannot bereachedreached

• Four different reinforcement configurations has been approved.

Concrete deck reinforcement due to new barrier

A25 Savona ImperiaA25 – Savona-Imperia

10 spans 43m 60 days – 7workers60 days 7workers

One lane always open

Deck Deck enlargementenlargement fromfrom 1 1 toto 1.5 m 1.5 m Highway A1 Highway A1 -- FianoFiano--OrteOrte

9 Viaduct to enlarge in 3 monthsCost has to be “competitive”

Highway A1 Highway A1 -- FianoFiano--OrteOrte

Cost has to be competitiveOnly one lane could be closed during the jobMinimum increment in the deck thickness in order to limit the increment of permanent loadpermanent load

Beams have been reinforced with CFRP sheetsBeams have been reinforced with CFRP sheetsThe deck enlargement has been done with a combination of steel net and carbon rods + high strength shrinkage compensated mortar

A1: Fiano – OrteDECK ENLARGEMENTDECK ENLARGEMENT

A1 Fi O tA1: Fiano – Orte

A1: Reinforcement of RC / PC beams using CFRP sheetsg

A1: Reinforcement RC/PC beams

A1: Reinforcement RC/PC beams

Deck Deck reinforcementreinforcement

Deck bending performanceDeck bending performance

0

-20

-30 -25 -20 -15 -10 -5 0

-40

m]

-60

o M

[kN

*m/m

100

-80

Mom

ento

-120

-100

Mest servizio Sez. IncMest ultimo Sez. IncSez.Inc.: Originaria, sp=20cm

-140Curvatura [mm*E06]

Sez.Inc.: Rinforzata 10MBar/m, sp=23cm

LoadLoad test on test on realreal scalescale

Fiumara di Tito CB Fiumara di Tito CB ViaductViaductupgrade deck upgrade deck bendingbendingpgpg gg

strengthstrength

0-20 -19 -18 -17 -16 -15 -14 -13 -12 -11 -10 -9 -8 -7 -6 -5 -4 -3 -2 -1 0

-150

-100

-50

*m]

-250

-200

Mom

ento

M [

kN*

Sez. Incastro originale

Sez. Incastro + 20MBar +rete

-350

-300

Curvatura [E-06/mm]

Sez. Incastro + 10MBar +rete

E45: Savio E45: Savio ViaductViaduct –– Deck Deck enlargementenlargement



Reinforcement of RC and PC beams subjected to impact

Nola Exit A30 NaNola Exit – A30 Na

Arch Bridge – Fortore River2 span 50m - Foggia

I li R d A h i ANASItalian Road Authority ANAS

Non metallic concrete

concrete-FRP slip prevails slip prevails especially if poor concrete p r c ncr t

is used

A1: A1: BArberinoBArberino –– New concrete deck New concrete deck withwith GFRP GFRP rodsrods

CONCLUSIONS:Some methods of intervention essentially based upon the Some methods of intervention, essentially based upon the

adhesion of new reinforcement to the original concrete, for repair or upgrade existing bridge have been presented p pg g g p

together with experimental results and design recommendation.

To guarantee good results of these methods the following important parameters should take into account:

• Distribute the reinforcement as much as possibile;• Correctly prepare the concrete surface• Use adequate repair mortars with specific properties that will be presented

tomorrow

Documents

Bridge Management