S5-17-Bridge_design_w_ECs_Mancini_20121002-Ispra.pdf

7/29/2019 S5-17-Bridge_design_w_ECs_Mancini_20121002-Ispra.pdf

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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 1

-

Seminar Bridge Design with Eurocodes

JRC-Ispra, 1-2 October 2012

rgan ze an suppor e y

European CommissionDG J oint Research Centre

DG Enterprise and Industry

Russian FederationFederal Highway Agency, Ministry of Transport

TC250 Structural Eurocodes


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Seismic design of bridges

Prof. Ing. Giuseppe ManciniPolitecnico di Torino Italy

Sintecna Ltd - Italy


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SEISMIC DESIGN OF BRIDGES

Taller piers work better:


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Pier


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The height ofthe pier has

been enhanced700

H

640

400

o m yplacing theextrados of the

400

200250

100

Ground level

360

than 2 m belowthe ground

150

.way we get :

- longitudinal directionH/LX=10/1=10.0>3.5 qx=3.5

- transverse direction:H/L

X=10.0/4.0=2.5 q

y=2.5


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Pier base section

y

x


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Pier reinforcement: base and top sections


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Pos Shape L N W Pos Shape L N W

Pier reinforcement: baseand top sections


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Reinforcement under bearin s

section op v ew


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section Front view


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Reinforcement table


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Seismic end of stroke (on piers and abutments)

Brid e deck

Grouting

Neoprene layer

M12fasteners

fasteners

Neoprene layerGrouting

60x40x6.9 cm

SealingSteel plate

S275 JR

Steel plate

S275 JR

60x40x6.9 cm

Policloroprene(hardness Sh A605) Policloroprene

(hardness ShA605)

ea ng

Abutment or pier


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Reinforcement ca e ofthe pier


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Detail of reinforcement cage at the foot of the pier


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Hysteretic damping bearings application:


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General dimensions

Carriageway in direction of Oran

Segments for each half hammer


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Construction by launching girder


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Tallest pier 24 m Shortest pier 6.5 mCOUPEA-A DE

ORANALGER

COUPE A-AEch:1/50

COUPE B-BEch:1/50

AXEDE

TRACAGE

AXEGENERALEDE

L'AUTOROUTE

CHAUSSEEVERSORAN

ORANALGER

Ech:1/50

COUPE B-BEch:1/50

AXEDE

TRACAGE

AXEGENERALE

L'AUTOROUTE

CHAUSSEEVERSORAN

C CC C

AXEDE

LAPILE

C CC C

AXEDE

LAPILE

E EE E

AXEDE

LAPILE

E EE E

AXEDE

LAPILE


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Hysteretic damping bearings scheme

Long. sledge Trans. sledge inc ination


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Longitudinal damper

ronview

Top


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VUE FRONTALE Transverse damperFront view

PLAN

VUE AXONOMETRIQUE

A

To view

Assonometric view

A-A (1 : 3) A

Longitudinal axisof the bridge


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Finite element model non linear analysis


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X axis = East West direction

Y axis = North South direction


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1stAccelerograms

0.4000

rect on or zonta

0.2000

.

0.0000

0.1000

ag/g

-0.1000

. . . . . .

-0.3000

-0.2000

-0.4000

Time [s]


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1stAccelerograms

Y direction (horizontal)0.4000

0.2000

0.3000

ag/g

0.0000

0.1000

-0.1000

0.00 5.00 10.00 15.00 20.00 25.00

-0.3000

-0.2000

Time [s]-0.4000


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1stAccelerograms

rect on vert ca

0.3000

0.4000

0.2000

ag/g0.0000

0.1000

0.00 5.00 10.00 15.00 20.00 25.00

-0.1000

-0.3000

- .

Time [s]

-0.4000


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1stAccelerograms spectrum

X direction (horizontal)


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rect on or zonta


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Z direction (vertical)


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1stAccelerograms

Longitudinal (abutment C1) damper displacements

]

ement

[

Displa

Time [s]


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1stAccelerograms

Longitudinal (abutment C1) damper reaction

ce[kN]

Fo

Time [s]


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1stAccelerograms

Longitudinal (abutment C1) damper reaction vs. displacement

rce[kN

]

Fo

Displacement [m]


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1stAccelerograms

Transverse Pier P1 damper displacements

]

ement

[m

Displac

Time [s]


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1stAccelerograms

Transverse Pier P1 damper reaction

e[kN]

For

Time [s]


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1stAccelerograms

Transverse Pier P1 damper reaction vs. displacement

ce[kN]

For

Displacement [m]


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Piers dimensions and orientation of the internal actions

M3

M2


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Pier P1 design internal actions Seismic combination

[m

]

Maximum F1 (axial force)

thepier

natealon

calcoordi

Verti

Internal action F1=N[kN] M2,M3 [kNm]


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[m

]

Maximum M2 (transverse bending moment)

gthepier

inatea

lon

ic

alcoord

Vert



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[m

]

Maximum M3 (longitudinal bending moment)

thepier

natealon

alcoordi

Verti



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[m

]

Minimum F1 (axial force)

thepier

atealon

a

lcoordi

Verti



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[m

]

Minimum M2 (transverse bending moment)

thepier

atealon

alcoordi

Verti



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[m

]

Minimum M3 (longitudinal bending moment)

thepier

natea

lon

c

alcoordi

Verti



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Pier P1 (25m tall) reinforcement (base section)


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Pos Shape L N WSeminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 44

Pier P1 reinforcement table

Total weight 37019 kg


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Lead-rubber bearings application:

Highway in Sicily


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General dimensions


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Two solutions:H steretic Dam in Bearin s HDB

Type 1 Type 2 Type 2 Type 1

Transverse HDB

Longitudinal HDB

Two direction free bearing

Lead rubber bearings (LRB)

Lead rubber bearing LRB

Two direction free bearing


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Hysteretic damping Bearings

FrontType1 Type2 Type3

fy [kN] 1750 1950 7250 u [kN] 2012.5 2242.5 8337.5

y [mm] 10 10 10 u [mm] 150 150 150

K kN/m 175000 195000 725000

K2 [kN/m] 1875 2089.286 7767.857

view


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Lead rubber bearings


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x


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1stAccelerograms

X irection orizonta

ag/g

Time [s]


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1stAccelerograms

Y direction (horizontal)

ag/g

Time [s]


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1stAccelerograms

Z direction (vertical)

ag/g

Time [s]


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rec on or zon a


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rec on or zon a


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rec on ver ca


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1stAccelerograms Lead Rubber Bearings

Pier P2 longitudinal damper displacements

]

emen

t[

Displa

Time [s]


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Pier P2 longitudinal damper reaction

ce[kN

]

For

Time [s]


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Pier P2 longitudinal damper reaction vs. displacement

ce[kN

]

Fo

Displacement [m]


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Pier P2 transverse damper displacements

]

emen

t[

Displa

Time [s]


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Pier P2 transverse damper reaction

ce[kN

]

For

Time [s]


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Pier P2 transverse damper reaction vs. displacement

ce[kN

]

For

Displacement [m]


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1stAccelerograms Hysteretic Damper Bearings

Pier P2 transverse damper displacements

]

cement[

Displa

Time [s]


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Pier P2 transverse damper reaction

ce[kN]

Fo

Time [s]


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Pier P2 transverse damper reaction vs. displacement

ce[kN

]

For

Displacement [m]

S i B id D i ith E d JRC I 1 2 O t b 2012 66


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[m]

max max max

gthepie

F1 = axial forceM2 = transverse bending momentM3 = longitudinal bending moment

inate

alon

icalcoord

Ver


Seminar Bridge Design with Eurocodes JRC Ispra 1 2 October 2012 67


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[m]

min min min

gthepie F1 = axial force

M2 = transverse bending momentM3 = longitudinal bending moment

inate

alon

icalcoord

Ver


Seminar Bridge Design with Eurocodes JRC Ispra 1-2 October 2012 68


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Seminar Bridge Design with Eurocodes JRC Ispra, 1 2 October 2012 68


[m]

max max min



inate

alon

icalcoord

Vert




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g g p ,


[m]

max min max



inate

alon

icalcoord

Vert




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[m]

max min min



inate

alon

icalcoord

Vert




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[m]

min max max



inate

alon

icalcoord

Vert




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[m]

min max min



inate

alon

icalcoord

Vert




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[m]

min min max

gthepie

F1 = axial forceM2 = transverse bending momentM3 = longitudinal bending moment

inate

alon

icalcoord

Vert




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reinforcement

(front view and



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Pier P1 53m tallreinforcement(section B-B)



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reinforcement

(front view and



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Pier P1 (53m tall) reinforcement



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Pier P1 5 m tareinforcement

-



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Pier P1 (53m tall)reinforcement table

Pos S ape



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kind attention

Documents

S5-17-Bridge_design_w_ECs_Mancini_20121002-Ispra.pdf