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

Standard Bridge Seismic P f Obj iPerformance Objective:

No Collapse under Severe Earthquake

Failure and Success

Failure

Success

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

Evolution in SMA (NickelEvolution in SMA (Nickel Titanium) Use/Research

Also military applications

Shape Memory AlloyShape Memory Alloy

SuperelasticSuperelastic response

Shape memory p yeffects

First developed pin 1932

NiTi SMA developed in1962

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)

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

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)

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

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

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

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%

(%)

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

Conventional

SMA/Conc.

SMA/ECCRepairRepair

Mode of failure: Buckling and rupture of longitudinal bars in rubberlongitudinal bars in rubber

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

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

Column Details

Built-in l t i d

Post-SMA barselastomeric pad

& post-tensioned column

tensioned column

SMA bars& fiber reinforced

concrete

Bridge Assembly

20 t 20 components

Complete BridgeComplete Bridge

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

Damage: Rare Earthquakeg qSMA Bent PT Bent Elasto Bent

TOPTOP

RC RC

BOT.

SMA/ECC

Damage: Final MotiongSMA Bent PT Bent Elasto Bent

TOPTOP

RCRC RC

BOT.

SMA/ECC

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

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_

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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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)

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

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a

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e

m

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n

t

(

250255176

s

p

l

a

c

e

m

e

n

t

(

m

All Bents

0 0

1.0

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3.0

i

s

p

l

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e

m

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n

t

(

i

0

25

51

76

s

p

l

a

c

e

m

e

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

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0 2 4 6 8 10 12 14 16 18 20Time (sec)

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sRatio= 3%

e (sec) Time (sec)

100% Rinaldi - SMA Bridge

2 03.04.05.06.0

n

t

(

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)

5176102127152

t

(

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m

)

100% Rinaldi - ISO bridge

2 0

3.0

4.0

5.0

n

t

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n

)

51

76

102

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m

)

-2.0-1.00.01.02.0

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m

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n

-51-2502551

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e

m

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n

t

All Bents-1.0

0.0

1.0

2.0

D

i

s

p

l

a

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e

m

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n

-25

0

25

51

D

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a

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t

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

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

Pipe pins4 New Details

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

Best performance:CFT with GFRPCFT with GFRP

/ 55+/- 55fibers

Cast-in-Place Pier

Precast Pier

Segmental Pier

Monolithicconnection

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

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.