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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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 2
Seismic design of bridges
Prof. Ing. Giuseppe ManciniPolitecnico di Torino Italy
Sintecna Ltd - Italy
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 3
SEISMIC DESIGN OF BRIDGES
Taller piers work better:
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 4
Pier
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 5
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 6
Pier base section
y
x
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 7
Pier reinforcement: base and top sections
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 8
Pos Shape L N W Pos Shape L N W
Pier reinforcement: baseand top sections
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 9
Reinforcement under bearin s
section op v ew
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 10
section Front view
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 11
Reinforcement table
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 12
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 13
Reinforcement ca e ofthe pier
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 14
Detail of reinforcement cage at the foot of the pier
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 15
SEISMIC DESIGN OF BRIDGES
Hysteretic damping bearings application:
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 16
General dimensions
Carriageway in direction of Oran
Segments for each half hammer
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 17
Construction by launching girder
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 18
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 19
Hysteretic damping bearings scheme
Long. sledge Trans. sledge inc ination
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 20
Longitudinal damper
ronview
Top
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 21
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 22
Finite element model non linear analysis
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 23
Finite element model non linear analysis
X axis = East West direction
Y axis = North South direction
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 24
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 25
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 26
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 27
1stAccelerograms spectrum
X direction (horizontal)
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 28
1stAccelerograms spectrum
rect on or zonta
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 29
1stAccelerograms spectrum
Z direction (vertical)
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 30
1stAccelerograms
Longitudinal (abutment C1) damper displacements
]
ement
[
Displa
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 31
1stAccelerograms
Longitudinal (abutment C1) damper reaction
ce[kN]
Fo
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 32
1stAccelerograms
Longitudinal (abutment C1) damper reaction vs. displacement
rce[kN
]
Fo
Displacement [m]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 33
1stAccelerograms
Transverse Pier P1 damper displacements
]
ement
[m
Displac
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 34
1stAccelerograms
Transverse Pier P1 damper reaction
e[kN]
For
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 35
1stAccelerograms
Transverse Pier P1 damper reaction vs. displacement
ce[kN]
For
Displacement [m]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 36
Piers dimensions and orientation of the internal actions
M3
M2
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 37
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 38
Pier P1 design internal actions Seismic combination
[m
]
Maximum M2 (transverse bending moment)
gthepier
inatea
lon
ic
alcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 39
Pier P1 design internal actions Seismic combination
[m
]
Maximum M3 (longitudinal bending moment)
thepier
natealon
alcoordi
Verti
Internal action F1=N[kN] M2,M3 [kNm]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 40
Pier P1 design internal actions Seismic combination
[m
]
Minimum F1 (axial force)
thepier
atealon
a
lcoordi
Verti
Internal action F1=N[kN] M2,M3 [kNm]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 41
Pier P1 design internal actions Seismic combination
[m
]
Minimum M2 (transverse bending moment)
thepier
atealon
alcoordi
Verti
Internal action F1=N[kN] M2,M3 [kNm]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 42
Pier P1 design internal actions Seismic combination
[m
]
Minimum M3 (longitudinal bending moment)
thepier
natea
lon
c
alcoordi
Verti
Internal action F1=N[kN] M2,M3 [kNm]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 43
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 45
SEISMIC DESIGN OF BRIDGES
Lead-rubber bearings application:
Highway in Sicily
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 46
General dimensions
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 47
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 48
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 49
Lead rubber bearings
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 50
Finite element model non linear analysis
x
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 51
1stAccelerograms
X irection orizonta
ag/g
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 52
1stAccelerograms
Y direction (horizontal)
ag/g
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 53
1stAccelerograms
Z direction (vertical)
ag/g
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 54
1stAccelerograms spectrum
rec on or zon a
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 55
1stAccelerograms spectrum
rec on or zon a
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 56
1stAccelerograms spectrum
rec on ver ca
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 57
1stAccelerograms Lead Rubber Bearings
Pier P2 longitudinal damper displacements
]
emen
t[
Displa
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 58
1stAccelerograms Lead Rubber Bearings
Pier P2 longitudinal damper reaction
ce[kN
]
For
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 59
1stAccelerograms Lead Rubber Bearings
Pier P2 longitudinal damper reaction vs. displacement
ce[kN
]
Fo
Displacement [m]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 60
1stAccelerograms Lead Rubber Bearings
Pier P2 transverse damper displacements
]
emen
t[
Displa
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 61
1stAccelerograms Lead Rubber Bearings
Pier P2 transverse damper reaction
ce[kN
]
For
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 62
1stAccelerograms Lead Rubber Bearings
Pier P2 transverse damper reaction vs. displacement
ce[kN
]
For
Displacement [m]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 63
1stAccelerograms Hysteretic Damper Bearings
Pier P2 transverse damper displacements
]
cement[
Displa
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 64
1stAccelerograms Hysteretic Damper Bearings
Pier P2 transverse damper reaction
ce[kN]
Fo
Time [s]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 65
1stAccelerograms Hysteretic Damper Bearings
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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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 66
Pier P1 design internal actions Seismic combination
[m]
max max max
gthepie
F1 = axial forceM2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Ver
Internal action F1=N[kN] M2,M3 [kNm]
Seminar Bridge Design with Eurocodes JRC Ispra 1 2 October 2012 67
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Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 67
Pier P1 design internal actions Seismic combination
[m]
min min min
gthepie F1 = axial force
M2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Ver
Internal action F1=N[kN] M2,M3 [kNm]
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Seminar Bridge Design with Eurocodes JRC Ispra, 1 2 October 2012 68
Pier P1 design internal actions Seismic combination
[m]
max max min
gthepie F1 = axial force
M2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
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g g p ,
Pier P1 design internal actions Seismic combination
[m]
max min max
gthepie F1 = axial force
M2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
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Pier P1 design internal actions Seismic combination
[m]
max min min
gthepie F1 = axial force
M2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 71
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Pier P1 design internal actions Seismic combination
[m]
min max max
gthepie F1 = axial force
M2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 72
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Pier P1 design internal actions Seismic combination
[m]
min max min
gthepie F1 = axial force
M2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
Seminar Bridge Design with Eurocodes JRC Ispra, 1-2 October 2012 73
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Pier P1 design internal actions Seismic combination
[m]
min min max
gthepie
F1 = axial forceM2 = transverse bending momentM3 = longitudinal bending moment
inate
alon
icalcoord
Vert
Internal action F1=N[kN] M2,M3 [kNm]
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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