dr. saiidi - shake performance of bridges with novel materials.pdf
TRANSCRIPT
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Shake Table Performance of Bridges with Novel Materialswith Novel Materials
M Saiid SaiidiM. Saiid Saiidihttp://wolfweb.unr.edu/homepage/saiidi/
Professor, Department of Civil and Environmental EngineeringDirector, Center for Advanced Technology in Bridges and Infrastructure
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Standard Bridge Seismic P f Obj iPerformance Objective:
No Collapse under Severe Earthquake
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Failure and Success
Failure
Success
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New thinking: N C ll i tNo Collapse is not success
Serviceability after earthquake: Serviceability after earthquake:Minimize permanent drift and damage
(Bridges need to be sustainable)(Bridges need to be sustainable) Performance-based design
Ad d t i l /d t il Advanced materials/detailsShape memory alloys/ductile concreteP i d lPost-tensioned columnsColumns w/ built-in elastomeric padsFiber-reinforced polymers
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Evolution in SMA (NickelEvolution in SMA (Nickel Titanium) Use/Research
Also military applications
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Shape Memory AlloyShape Memory Alloy
SuperelasticSuperelastic response
Shape memory p yeffects
First developed pin 1932
NiTi SMA developed in1962
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Research on SMA-ReinforcedResearch on SMA Reinforced Concrete Members at UNR
1) Half cycle load testing of 8 beams2) Static cyclic load testing of 3 columns2) Static cyclic load testing of 3 columns3) Shake table testing of 2 columns4) Sh k bl i f 4 b id4) Shake table testing of a 4-span bridge
(Dec 08)
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SMA bars
-
18 800 .00 5 .08 10 .16 15 .24
D eflection (m m )
Load vs
10
12
14
16
18
K
i
p
s
)
4 4
53
62
71
80
K
N
)
Load vs Deflection
2
4
6
8
10
L
o
a
d
(
K
9
18
27
36
44
L
o
a
d
(
K
SMA Reinf. Beam0
2
0 .0 0 .2 0 .4 0 .6
D eflection (in ch es)
0
9
0 .0 0 5 .0 8 1 0 .1 6 1 5 .2 4 2 0 .3 2D eflec tio n (m m )
1 0
1 2
1 4
1 6
i
p
s
) 4 4
5 3
6 2
7 1
K
N
)
2
4
6
8
L
o
a
d
(
K
i
9
1 8
2 7
3 6
L
o
a
d
(
K
Steel Reinf. Beam0
2
0 .0 0 .2 0 .4 0 .6 0 .8
D eflec tio n (in ch es)
0
9
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Findings from Beam Tests
Residual displacement and strain in SMA-reinforced beams was 75-80% lower than that in steel-reinforced beams. (Superior Columns)
SMA-reinforced beam was 60% less stiff than conventional beam. (Too Soft for Gi d )Girders)
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Slow Cyclic Load Tests ofSlow Cyclic Load Tests of Columns
Objectives: (1) Determine residual displacement recovery of
SMA reinforced columns under load reversalsSMA reinforced columns under load reversals. (2) Study effect of using ductile concrete on
damage.>> 3 columns:
Conventional RC, SMA/regular concrete, SMA/ductile concrete
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Engineered Cementitious Composites(ECC, Ductile Concrete)
1. Fiber-reinforced cementitious composite2. Tensile strain-hardening behavior2. Tensile strain hardening behavior3. Typically 2% or less fiber content by
volumeo u e
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ECC
800
1000
s
i
) 5.6
7
P
a
)
ECC
400
600
S
t
r
e
s
s
(
p
s
28
4.2
S
t
r
e
s
s
(
M
P
Conventional
ECC
Polyvinyl Alcohol 200400
T
e
n
s
i
l
e
1.4
2.8
T
e
n
s
i
l
e
Conventional Concrete
Fiber 00 0.5 1 1.5 2 2.5 3 3.5 4
Strain (%)
0
( )
-
Cyclic Load Plan
6%8%
10%12%14%16%
-8%-6%-4%-2%0%2%4%6%
D
r
i
f
t
R
a
t
i
o
(
%
)
-16%-14%-12%-10%
8%
0 5 10 15 20 25 30 35 40 45 50Cycle
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Conventional SMA/ECC
-
10% Drift
ResidualConventional SMA/Conc. SMA/ECC
ResidualAfter
10% Drift10% Drift
-
78RSCRNC
6
7
%
)
RNCRNE Through -12% DriftLinear (RSC)Linear (RNC)Li (RNE Th h 12% D ift)
Conventional82%
4
5
a
l
D
r
i
f
t
( Linear (RNE Through -12% Drift) 82%
SMA/Conc
2
3
R
e
s
i
d
u
a SMA/Conc.27%
0
1
2
SMA/ECC14%0
0 2 4 6 8 10 12 14Maximum Drift Reached (%)
14%
(%)
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Shake Table Tests of Columns
Objectives: (1) Determine residual displacement recovery of ( ) p y
SMA reinforced columns under dynamic loading. (2) Study performance of repair by ductile
concrete.2 columns:
SMA/regular concrete, SMA/repaired w/ ductile concrete
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Conventional
SMA/Conc.
SMA/ECCRepairRepair
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Mode of failure: Buckling and rupture of longitudinal bars in rubberlongitudinal bars in rubber
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New Elastomeric Pad Developed at UNR:Shimmed pads to prevent buckling and rupture of longitudinal bars
Column Bar
Upper steel plate
Lower steel plateIsolator
Shear Key
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4-Span Bridge Model w/4 Span Bridge Model w/ Advanced Details
PTElastomer
SMA/ECCPT
Total model length= 110Total model length 110Top Plastic Hinges: Conventional RC
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Column Details
Built-in l t i d
Post-SMA barselastomeric pad
& post-tensioned column
tensioned column
SMA bars& fiber reinforced
concrete
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Bridge Assembly
20 t 20 components
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Complete BridgeComplete Bridge
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Input Motions 1994 Northridge Century City-Modifiedcolumn point of fixity
top of soil
Part 1-EQ record
Both transverse and longitudinal
Abutments motions:8ft
depth to bedrock ro
-
s
h
a
k
e
p
e
n
s
e
e
s
Part 4-FinalAbutments motions:
Opensees disp. histories at abutments
bedrock
depth to bedrock
2
-
p
r
3
-
o
p
Transverse Direction: 0.075, 0.15, 0.25, 0.5, 0.75, 1.00, 1.0g
Longitudinal Direction: 0.09, 0.18, 0.3, 0.6,
Acceleration Record - Transverse Direction
0.6
Acceleration Record - Longitudinal Direction
0.8
0.9, 1.15, 1.15g
-0.2
0
0.2
0.4
0 5 10 15 20
c
c
e
l
e
r
a
t
i
o
n
(
g
)
-0.2
0
0.2
0.4
0.6
0 5 10 15 20
A
c
c
e
l
e
r
a
t
i
o
n
(
g
)
-0.6
-0.4
Time (sec)
A
c
-0.6
-0.4
Time (sec)
A
-
Column D f i
Pin
DeformationsPin
L i di l Transverse:Longitudinal:Single Curvature
Transverse:Double Curvature
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Damage: Rare Earthquakeg qSMA Bent PT Bent Elasto Bent
TOPTOP
RC RC
BOT.
SMA/ECC
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Damage: Final MotiongSMA Bent PT Bent Elasto Bent
TOPTOP
RCRC RC
BOT.
SMA/ECC
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Experimental Results A) Negligible residual displacements (less
than 0.2% drift)than 0.2% drift)
80
120
m
m
)
_
3.1
4.7
n
)
_All Bents-Long
R 1 R 2 R 3 R 4 R 5 R 6 R 7-80
-40
0
40
D
i
s
p
l
a
c
e
m
e
n
t
(
m
-3.1
-1.6
0.0
1.6
D
i
s
p
l
a
c
e
m
e
n
t
(
i
Run 1 Run 2 Run 3 Run 4 Run 5 Run 6 Run 7
Run 5 Run 6 Run 7
-1200 20 40 60 80 100 120 140 160
Time (sec)
D
-4.7
D
80
120
m
)
_
80
120
3.1
4.7
)
_
-80
-40
0
40
s
p
l
a
c
e
m
e
n
t
(
m
m
SMA-TranISO-Tran
SMA-TranISO-Tran -80
-40
0
40
-3 1
-1.6
0.0
1.6
i
s
p
l
a
c
e
m
e
n
t
(
i
n
)
SMA-TranISO Tran
Time (sec)
-120
80
93 95 97 99 101 103 105
D
i
ISO-TranPT-Tran
116 118 120 122 124 126 128
ISO-TranPT-Tran
-120
80
138 140 142 144 146 148 150-4.7
3.1
D
iISO-TranPT-Tran
-
Force-Displacement relationshipsp p
-0.007707 1.466045 -0.006108 4.283415 -0.008137 1.720305 0.023811 1.489976 -0.009419 0.908549 -0.00368 1.4118210 006564 1 415291 0 003633 4 27999 0 007167 1 644908 0 02258 1 460351 0 008483 0 868204 0 015124 1 562883
Displacement (in)Displacement (in) Displacement (in)
Max. achieved drifts:5.37% 5.16% 4.96%
-0.006564 1.415291 0.003633 4.27999 -0.007167 1.644908 0.02258 1.460351 -0.008483 0.868204 -0.015124 1.562883-0.005299 1.361912 0.00017 4.354587 -0.005703 1.577517 0.022341 1.557723 -0.007094 0.838178 -0.020375 1.631919-0.007863 1.312003 0.004039 4.564765 -0.008504 1.506568 0.00799 1.535348 -0.00946 0.811978 -0.036446 1.821903-0.006597 1.262717 0.017867 4.504714 -0.00676 1.438155 0.001298 1.328195 -0.008185 0.772211 -0.032662 1.580631-0.005443 1.210272 0.027544 4.502045 -0.005472 1.364537 -0.020053 1.439845 -0.007579 0.753128 -0.030861 1.611057-0.008242 1.153379 -0.000933 4.600351 -0.00863 1.283935 0.001768 0.891691 -0.010294 0.719011 -0.034699 1.778444-0.007005 1.100713 -0.017186 4.573217 -0.008111 1.219658 0.029875 0.750904 -0.009066 0.684492 -0.033947 2.1341680
90
180
270
c
e
(
k
N
)
_
0
20
40
61-5.9 -3.9 -2.0 0.0 2.0 3.9 5.9
p ( )
e
(
k
i
p
s
)
_
PT-Long
0
90
180
270
e
(
k
N
)
_
0
20
40
61-5.9 -3.9 -2.0 0.0 2.0 3.9 5.9
p ( )
e
(
k
i
p
s
)
_
ISO-Long
0
90
180
270
e
(
k
N
)
_
0
20
40
61-5.9 -3.9 -2.0 0.0 2.0 3.9 5.9
p ( )
e
(
k
i
p
s
)
_
SMA-Long
-0.005577 1.044754 0.002993 4.730684 -0.006541 1.13999 0.019129 0.59059 -0.007398 0.655579 -0.029507 1.982573-0.008248 0.977319 0.017286 4.812087 -0.008659 1.071399 -0.000149 0.513592 -0.009088 0.63227 -0.041798 1.738632-0.008017 0.925275 0.02936 4.87792 -0.008241 0.99827 0.000478 0.462615 -0.008983 0.611052 -0.038186 1.692815-0.006277 0.861887 0.038336 4.721788 -0.00679 0.926031 -0.001205 0.203355 -0.00771 0.577602 -0.031841 1.725866-0.005418 0.778572 0.005409 4.344845 -0.00556 0.863533 -0.016788 0.064117 -0.007069 0.55198 -0.04523 1.749797-0.005881 0.741563 0.005235 4.271405 -0.006275 0.775236 0.01824 -0.10883 -0.006154 0.523956 -0.050876 2.4171640 003654 0 686272 0 010963 4 585672 0 005099 0 706689 0 024237 0 207234 0 005128 0 512791 0 027821 2 953086
-270
-180
-90
-150 -100 -50 0 50 100 150Displacement (mm)
F
o
r
c
-61
-40
-20
F
o
r
c
e
-270
-180
-90
-150 -100 -50 0 50 100 150Displacement (mm)
F
o
r
c
-61
-40
-20F
o
r
c
e
-270
-180
-90
-150 -100 -50 0 50 100 150Displacement (mm)
F
o
r
c
-61
-40
-20
F
o
r
c
e
-0.003654 0.686272 0.010963 4.585672 -0.005099 0.706689 0.024237 0.207234 -0.005128 0.512791 -0.027821 2.953086-0.002841 0.615812 -0.000517 4.562986 -0.003468 0.630002 0.00941 -0.065051 -0.004786 0.469332 -0.054341 2.746154-0.004309 0.555672 -0.003886 3.817019 -0.005439 0.59059 -0.015385 -0.900987 -0.005612 0.441037 -0.063635 2.161969-0.002255 0.498379 0.009458 3.178077 -0.004592 0.512658 0.004415 -1.62974 -0.004672 0.420526 -0.041483 1.876171-0.002284 0.450205 0.001696 3.43763 -0.002831 0.443368 -0.013661 -1.642061 -0.003771 0.399059 -0.066238 2.200357
-0.00536 0.380964 0.001734 4.116251 -0.005673 0.375216 0.013982 -1.213964 -0.007901 0.385216 -0.059116 2.562888-0.00631 0.327007 -0.002304 4.064163 -0.006973 0.307194 0.010913 -1.314272 -0.00792 0.354105 -0.041445 2.38006690
180
270
N
)
_
20
40
61-5.9 -3.9 -2.0 0.0 2.0 3.9 5.9
Displacement (in)
s
)
_
ISO-Tran
90
180
270
N
)
_
20
40
61-5.9 -3.9 -2.0 0.0 2.0 3.9 5.9
Displacement (in)
s
)
_
PT-Tran
90
180
270
N
)
_
20
40
61-5.9 -3.9 -2.0 0.0 2.0 3.9 5.9
Displacement (in)
s
)
_
SMA-Tran
-0.002542 0.255519 0.011713 3.210237 -0.004875 0.26075 -0.014744 -2.335628 -0.005579 0.361645 -0.057894 2.220864-0.003401 0.18957 -0.020418 2.764259 -0.003674 0.170225 -0.008774 -3.072832 -0.006109 0.366582 -0.058105 1.486596-0.003875 0.145475 -0.003307 3.386832 -0.003951 0.135649 0.015739 -2.304135 -0.00334 0.306122 -0.043571 2.0564130.003464 0.100396 0.045801 5.553605 0.002122 0.144638 0.025109 0.278988 0.003695 0.309267 -0.050686 4.5959030.000858 0.026611 0.007578 5.521578 -0.000939 0.120493 -0.035601 -0.945781 0.000132 0.303747 -0.078275 3.997795
-0.005074 -0.045585 0.031016 1.96429 -0.007773 0.101642 0.015959 -4.855679 -0.007481 0.285122 -0.064366 0.669947-0 003675 -0 086958 0 008957 -1 99356 -0 005914 0 072279 0 016253 -8 448063 -0 003756 0 288356 -0 065108 -2 974437-270
-180
-90
0
90
F
o
r
c
e
(
k
N
-61
-40
-20
0
20
F
o
r
c
e
(
k
i
p
-270
-180
-90
0
90
F
o
r
c
e
(
k
N
-61
-40
-20
0
20
F
o
r
c
e
(
k
i
p
-270
-180
-90
0
90
F
o
r
c
e
(
k
N
-61
-40
-20
0
20
F
o
r
c
e
(
k
i
p
0.003675 0.086958 0.008957 1.99356 0.005914 0.072279 0.016253 8.448063 0.003756 0.288356 0.065108 2.9744370.001822 -0.157654 -0.00339 -1.032254 0.001786 0.090557 -0.032918 -6.046023 0.00198 0.264651 -0.068212 -0.865891-0.00316 -0.187301 0.022473 5.776461 -0.00327 0.04319 -0.009754 0.382596 -0.005625 0.250617 -0.077437 5.20442
-150 -100 -50 0 50 100 150Displacement (mm)
-150 -100 -50 0 50 100 150Displacement (mm)
-150 -100 -50 0 50 100 150Displacement (mm)
5.86% 5.06% 4.96%
-
Force-Displacement Envelopes & M d D tilitiMeasured Ductilities59.67476 137.5257 51.29784 227.1707 56.84266 135.8665 42.19956 185.1128 56.18226 135.8665 43.2308 144.482798.17862 151.4175 60.55106 236.6855 94.37878 131.147 61.18606 193.3554 90.5764 131.147 63.92672 158.4146
105.9815 276.6127 91.11996 198.0215 89.95918 145.9062107.1931 246.218 92.50426 197.9459 90.62212 145.9062
200
250
N
)
_ 45
56
0.0 0.8 1.6 2.4 3.1 3.9 4.7Displacement (in)
p
s
)
_
PT-Long (measured)Bilinear idealization
R n 5200
250
N
)
_ 45
56
0.0 0.8 1.6 2.4 3.1 3.9 4.7Displacement (in)
p
s
)
_
ISO-Long (measured)Bilinear idealization
200
250
N
)
_ 45
56
0.0 0.8 1.6 2.4 3.1 3.9 4.7Displacement (in)
p
s
)
_
SMA-Long (measured)Bilinear idealization
Run 5Run 4Run 3Run 2Run 1
0
50
100
150
0 20 40 60 80 100 120
F
o
r
c
e
(
k
N
0
11
22
34
F
o
r
c
e
(
k
i
p
Run 1Run 2
Run 3
Run 4 Run 5
0
50
100
150
0 20 40 60 80 100 120
F
o
r
c
e
(
k
N
0
11
22
34
F
o
r
c
e
(
k
i
p
Run 1Run 2
Run 3
Run 4Run 5
0
50
100
150
0 20 40 60 80 100 120
F
o
r
c
e
(
k
N
0
11
22
34
F
o
r
c
e
(
k
i
p
0 20 40 60 80 100 120Displacement (mm)
0 20 40 60 80 100 120Displacement (mm)
0 20 40 60 80 100 120Displacement (mm)
R 5
Run 6250
30056
0.0 0.8 1.6 2.4 3.1 3.9 4.7Displacement (in)
_
Run 6250 56
0.0 0.8 1.6 2.4 3.1 3.9 4.7Displacement (in)
_
250 56
0.0 0.8 1.6 2.4 3.1 3.9 4.7Displacement (in)
_
SMA-Tran (measured)Bilinear idealization
Run 1Run 2
Run 3
Run 4Run 5 Run 7
0
50
100
150
200
F
o
r
c
e
(
k
N
)
_
0
11
22
34
45
F
o
r
c
e
(
k
i
p
s
)
_
ISO-Tran (measured)Bilinear idealization
Run 6Run 7Run 5Run 4
Run 3
Run 2Run 1
0
50
100
150
200
F
o
r
c
e
(
k
N
)
_
0
11
22
34
45
F
o
r
c
e
(
k
i
p
s
)
_
PT-Tran (measured)Bilinear idealization
Run 1Run 2
Run 3Run 4 Run 5
Run 7
Run 6
0
50
100
150
200
F
o
r
c
e
(
k
N
)
_
0
11
22
34
45
F
o
r
c
e
(
k
i
p
s
)
_
00 20 40 60 80 100 120
Displacement (mm)
0 00 20 40 60 80 100 120
Displacement (mm)
0 00 20 40 60 80 100 120
Displacement (mm)
0
Longitudinal TransverseD tilit D tilit
BentDuctility Ductility
ISO 5.3 6.9PT 8.1 8.6
SMA 7.1 9.6
Bent failure
-
Strains Longitudinal Reinforcement52 41321 3 779788 223 0105 3 779788 69 20283 1 506123 69 18652 1 506123 6 55889 0 074192 144 2284 0 074192 52.41321 -3.779788 -223.0105 3.779788 -69.20283 1.506123 -69.18652 1.506123 6.55889 -0.074192 -144.2284 -0.07419272.06813 -3.840773 -236.1288 3.840773 -69.20283 1.575649 -69.18652 1.575649 13.1178 -0.057996 -170.4518 -0.05799665.51649 -3.972129 -242.6879 3.972129 -55.36225 1.612836 -62.26788 1.612836 26.23564 -0.046662 -150.7843 -0.04666252.41321 -4.121278 -229.5696 4.121278 -76.12312 1.594243 -62.26788 1.594243 19.67672 -0.037176 -163.8959 -0.03717645.86156 -4.22679 -236.1288 4.22679 -62.28254 1.541531 -76.10516 1.541531 13.1178 -0.0273 -163.8959 -0.027365.51649 -4.283415 -229.5696 4.283415 -69.20283 1.489976 -76.10516 1.489976 6.55889 -0.022556 -150.7843 -0.02255658.96485 -4.310816 -236.1288 4.310816 -69.20283 1.458928 -76.10516 1.458928 6.55889 -0.016219 -150.7843 -0.016219
0
90
180
270
r
c
e
(
k
N
)
_
0
20
40
61
c
e
(
k
i
p
s
)
_
0
90
180
270
r
c
e
(
k
N
)
_
0
20
40
61
c
e
(
k
i
p
s
)
_
0
90
180
270
r
c
e
(
k
N
)
_
0
20
40
61
c
e
(
k
i
p
s
)
_
45.86156 -4.296315 -229.5696 4.296315 -76.12312 1.455636 -62.26788 1.455636 13.1178 -0.014539 -144.2284 -0.01453958.96485 -4.269403 -223.0105 4.269403 -62.28254 1.468536 -69.18652 1.468536 13.1178 -0.017817 -150.7843 -0.01781752.41321 -4.287997 -236.1288 4.287997 -69.20283 1.500519 -76.10516 1.500519 19.67672 0.01053 -150.7843 0.0105352.41321 -4.354587 -229.5696 4.354587 -69.20283 1.557723 -76.10516 1.557723 -2.51E-05 0.032816 -150.7843 0.03281652.41321 -4.449112 -229.5696 4.449112 -69.20283 1.612925 -76.10516 1.612925 19.67672 0.050901 -157.3401 0.05090152.41321 -4.534962 -223.0105 4.534962 -76.12312 1.589172 -55.34923 1.589172 6.55889 0.044998 -157.3401 0.04499852 41321 -4 579 -236 1288 4 579 -55 36225 1 46431 -62 26788 1 46431 -6 55894 0 030033 -157 3401 0 030033
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SMA-TopSteel (RC) Steel (RC) Steel (RC)
52.41321 -4.579 -236.1288 4.579 -55.36225 1.46431 -62.26788 1.46431 -6.55894 0.030033 -157.3401 0.03003352.41321 -4.560317 -236.1288 4.560317 -76.12312 1.342295 -69.18652 1.342295 -2.51E-05 0.039633 -150.7843 0.03963358.96485 -4.504714 -229.5696 4.504714 -62.28254 1.328195 -76.10516 1.328195 -6.55894 0.077586 -163.8959 0.07758652.41321 -4.466905 -223.0105 4.466905 -76.12312 1.404704 -69.18652 1.404704 19.67672 0.088021 -163.8959 0.08802145.86156 -4.47847 -236.1288 4.47847 -62.28254 1.457193 -76.10516 1.457193 19.67672 0.074005 -150.7843 0.07400545.86156 -4.532293 -223.0105 4.532293 -76.12312 1.383886 -55.34923 1.383886 6.55889 0.091282 -157.3401 0.09128252.41321 -4.587451 -249.247 4.587451 -62.28254 1.167703 -69.18652 1.167703 13.1178 0.100917 -144.2284 0.1009170
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58.96485 -4.600351 -223.0105 4.600351 -69.20283 0.891691 -69.18652 0.891691 19.67672 0.102096 -144.2284 0.10209645.86156 -4.577665 -236.1288 4.577665 -69.20283 0.717943 -62.26788 0.717943 -2.51E-05 0.099671 -157.3401 0.09967165.51649 -4.562541 -236.1288 4.562541 -55.36225 0.720701 -76.10516 0.720701 6.55889 0.111321 -144.2284 0.11132158.96485 -4.596793 -229.5696 4.596793 -55.36225 0.770877 -62.26788 0.770877 -2.51E-05 0.070384 -157.3401 0.07038452.41321 -4.665295 -242.6879 4.665295 -76.12312 0.728441 -76.10516 0.728441 -2.51E-05 0.010736 -157.3401 0.01073658.96485 -4.730684 -236.1288 4.730684 -69.20283 0.59059 -76.10516 0.59059 -2.51E-05 -0.006252 -157.3401 -0.00625245 86156 -4 772497 -249 247 4 772497 -76 12312 0 48757 -69 18652 0 48757 6 55889 0 029012 -157 3401 0 029012
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SMA-Bot
Steel(Elastomeric
pad) Steel (RC) SMA /ECC
45.86156 4.772497 249.247 4.772497 76.12312 0.48757 69.18652 0.48757 6.55889 0.029012 157.3401 0.02901252.41321 -4.798742 -242.6879 4.798742 -62.28254 0.491929 -62.26788 0.491929 26.23564 0.080655 -157.3401 0.080655Strain (S) Strain (S) Strain (S)
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Analytical Studies: Near-Fault EQ Rinaldi (Northridge, 1994)( g , )
100% Rinaldi - RC Bridge
4.05.06.0
(
i
n
) 102127152
m
m
)
All Bents
100% Rinaldi - PT bridge
4.0
5.0
6.0
i
n
) 102
127
152
m
m
)
All B t
1 00.01.02.03.0
D
i
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p
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a
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e
m
e
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t
(
250255176
s
p
l
a
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m
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n
t
(
m
All Bents
0 0
1.0
2.0
3.0
i
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m
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t
(
i
0
25
51
76
s
p
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m
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n
t
(
m
All Bents
Residual driftRatio= 3%
-3.0-2.0-1.0
0 2 4 6 8 10 12 14 16 18 20Time (sec)
D
-76-51-25
D
i
-2.0
-1.0
0.0
0 2 4 6 8 10 12 14 16 18 20Time (sec)
D
i
-51
-25
0
D
i
sRatio= 3%
e (sec) Time (sec)
100% Rinaldi - SMA Bridge
2 03.04.05.06.0
n
t
(
i
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)
5176102127152
t
(
m
m
)
100% Rinaldi - ISO bridge
2 0
3.0
4.0
5.0
n
t
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51
76
102
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)
-2.0-1.00.01.02.0
D
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n
-51-2502551
D
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m
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All Bents-1.0
0.0
1.0
2.0
D
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a
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e
m
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n
-25
0
25
51
D
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All Bents
-4.0-3.0
0 2 4 6 8 10 12 14 16 18 20Time (sec)
-102-76
All Bents
-3.0
-2.0
0 2 4 6 8 10 12 14 16 18 20Time (sec)
-76
-51All Bents
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Observations All three details effective in minimizing residual
displacementsdisplacements Only minor damage in SMA/ECC plastic hinges
O l i d i l t i l ti hi Only minor damage in elstomeric plastic hinges Severe damage and failure of steel bars in post-
tensioned columnstensioned columns Significant energy dissipation due to abutment
impactimpact
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Pipe pins4 New Details
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Four InnovationsFour Innovations
1- Cast-in-place concrete-filled GFRP tube1- Cast-in-place concrete-filled GFRP tube (CFT) columns FIU research, NSF-NEES
2 Precast CFT columnsUNR research 2- Precast CFT columns UNR research, Caltrans3 S l CFRP d l UNR 3- Segmental CFRP-wrapped columns UNR research, Caltrans
4- Pipe-pin connections and precast cap beams UNR research, Caltrans
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Best performance:CFT with GFRPCFT with GFRP
/ 55+/- 55fibers
-
Cast-in-Place Pier
-
Precast Pier
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Segmental Pier
Monolithicconnection
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Segmental Pier Construction
-
Telescopic Pipe-Pin Connections Developed by Caltrans for cast-in-placeDeveloped by Caltrans for cast in place
construction Steel pipe, steel can, hinge throat, p p , , g ,inner spiral, studs
-
ABC in Superstructure & Abutment Seats
-
9.1% Drift
-
After Final Run- Precast CFT Columns
-
Precast vs CIP Column DamagePrecast vs. CIP Column Damage
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Precast Cap Beam Steel CanPrecast Cap Beam Steel Can
-
D ft 5% D ift (M C dibl EQ)Damage after 5% Drift (Max Credible EQ)
-
Conclusions Concrete-filled FRP tube (CFT) columns performed as a
ductile, reliable structural member
Precast CFT column performance was similar to CIP CFT column performancecolumn performance.
The column embedment length in footing was sufficient f t f i f ll l ti tfor transferring full plastic moment.
No damage in pipe pin hinges; they are promising connections for ABC in seismic areas.
Segmental column performance was excellent; damage in cap beam was repairable.