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Seismic Simulation and Design of Bridge Columns Under Combined Actions and Implication on System Response University of Nevada, Reno Dr. David H. Sanders Juan Arias-Acosta Feb. 22 - 2008. Bidirectional Mass Platform (Single Curvature). Bidirectional Mass Platform (Single Curvature). - PowerPoint PPT Presentation
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Seismic Simulation and Design of Bridge Columns Under Combined Actions and Implication on
System Response
University of Nevada, Reno
Dr. David H. Sanders Juan Arias-Acosta
Feb. 22 - 2008
Bidirectional Mass Platform (Single Curvature)Bidirectional Mass Platform (Single Curvature)
Bidirectional Mass Platform (Single Curvature)Bidirectional Mass Platform (Single Curvature)
Universal jointsUniversal joints
Bidirectional Mass Platform (Safety system)Bidirectional Mass Platform (Safety system)
Bidirectional Mass Platform (Double Curvature)Bidirectional Mass Platform (Double Curvature)
Double Link
Bidirectional Mass Platform (Double Curvature)Bidirectional Mass Platform (Double Curvature)
Circular Columns (Specimens Selection)Circular Columns (Specimens Selection)
L= 72 in Note:f'c= 5.5 ksi Design according to Caltrans Seismic Design Criteria, June 2006Ec= 4227 ksi P=0.1 f'c Agfyl= 65 ksi Escale for circular 1:3 Vu SC: Shear capacity based in single curvature bending
fys= 60 ksi Escale for interlocking 1:4 Vu DC: Shear capacity based in double curvature bendingEs= 29000 ksi sh: spiral pitch Vn: Shear Capacity
Name dx (in) dy (in) P (k) cover (in) spiral sh (in) rl (%) rs (%) fy My (k-in) fu Mu (k-in) mD Vu SC Vu DC Vc (k) Vs (k) Vn (k)L72- 20#4 16 16 80 0.75 W5.0 1.5 1.99 0.92 0.000342 1927 0.00466 2211 6.84 30.71 61.42 7.31 45.55 52.86L72- 14#5 16 16 80 0.75 W5.0 1.5 2.16 0.92 0.00033 1955 0.00541 2271 8.14 31.54 63.08 4.29 45.55 49.84L72- 15#5 16 16 80 0.75 W5.0 1.5 2.31 0.92 0.00033 2048 0.00552 2406 8.26 33.42 66.83 4.29 45.55 49.84L72- 16#5 16 16 80 0.75 W5.0 1.5 2.47 0.92 0.00034 2270 0.00423 2597 6.82 36.07 72.14 7.56 45.55 53.12L66-16#5 16 16 80 0.75 W5.0 1.5 2.47 0.92 0.00034 2270 0.00423 2597 7.20 39.35 78.70 4.29 45.55 49.84L58-16#5 16 16 80 0.75 W5.0 1.5 2.47 0.92 0.00034 2270 0.00423 2597 7.79 44.78 89.55 4.29 45.55 49.84
X- direction
W 2.0 @ 1.0 in
16.75 in
5.00 in 5.00 in6.75 in
38#3
0.50 in
10.00 in10.00 in
W 2.0 @ 1.0 in
15.62 in
5.00 in 5.00 in5.62 in
34#3
0.50 in
10.00 in
Cross section ISL1.0 Cross section ISL1.5
Cross section ISH1.0 Cross section ISH1.25 Cross section ISH1.5
6.00 in 6.00 in5.50 inW 2.9 @ 1.0 in
32#3
0.50 in12.00 in
20.25 in
6.00 in 6.00 in8.25 inW 2.9 @ 1.0 in
38#3
0.50 in12.00 in
W 2.0 @ 1.5 in
5.00 in 5.00 in4.50 in
32#3
0.50 in
14.50 in
17.50 in
Cross section L72 20#4 Cross section L72 14#5
Cross section L72 15#5 Cross section L72 16#5
16.00 in
W 5.0 @ 1.0 in
20#4
0.75 in
16.00 in
W 5.0 @ 1.0 in
14#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
16#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
15#5
0.75 in
Name dx (in) dy (in) P (k) cover (in) spiral sh (in) rl (%) rs (%)
L72- 20#4 16 16 80 0.75 W5.0 1.5 1.99 0.92L72- 14#5 16 16 80 0.75 W5.0 1.5 2.16 0.92L72- 15#5 16 16 80 0.75 W5.0 1.5 2.31 0.92L72- 16#5 16 16 80 0.75 W5.0 1.5 2.47 0.92L66-16#5 16 16 80 0.75 W5.0 1.5 2.47 0.92L58-16#5 16 16 80 0.75 W5.0 1.5 2.47 0.92
W 2.0 @ 1.0 in
16.75 in
5.00 in 5.00 in6.75 in
38#3
0.50 in
10.00 in10.00 in
W 2.0 @ 1.0 in
15.62 in
5.00 in 5.00 in5.62 in
34#3
0.50 in
10.00 in
Cross section ISL1.0 Cross section ISL1.5
Cross section ISH1.0 Cross section ISH1.25 Cross section ISH1.5
6.00 in 6.00 in5.50 inW 2.9 @ 1.0 in
32#3
0.50 in12.00 in
20.25 in
6.00 in 6.00 in8.25 inW 2.9 @ 1.0 in
38#3
0.50 in12.00 in
W 2.0 @ 1.5 in
5.00 in 5.00 in4.50 in
32#3
0.50 in
14.50 in
17.50 in
Cross section L72 20#4 Cross section L72 14#5
Cross section L72 15#5 Cross section L72 16#5
16.00 in
W 5.0 @ 1.0 in
20#4
0.75 in
16.00 in
W 5.0 @ 1.0 in
14#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
16#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
15#5
0.75 in
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
fy My (k-in) fu X Mu (k-in) mD Vu SC Vu DC Vc (k) Vs (k) Vn (k)0.00034 1927 0.00466 2211 6.84 30.71 61.42 7.31 45.55 52.860.00033 1955 0.00541 2271 8.14 31.54 63.08 4.29 45.55 49.840.00033 2048 0.00552 2406 8.26 33.42 66.83 4.29 45.55 49.840.00034 2270 0.00423 2597 6.819 36.07 72.14 7.56 45.55 53.120.00034 2270 0.00423 2597 7.200 39.35 78.70 4.29 45.55 49.840.00034 2270 0.00423 2597 7.788 44.78 89.55 4.29 45.55 49.84
Y- direction
8072
88
Shake Table
Test in Single Curvature
8058
72
Shake Table
Test in Double Curvature
L72 16#5 Hysteretic Behavior (El centro x 4.0), EQ uniaxial
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Circular Columns Details (Single Curvature)Circular Columns Details (Single Curvature)
Circular Columns Details (Double Curvature)Circular Columns Details (Double Curvature)
Interlocking Spiral Columns (Specimen Selection)Interlocking Spiral Columns (Specimen Selection)
L= 72 in Note:f'c= 5.5 ksi Design according to Caltrans Seismic Design Criteria, June 2006Ec= 4227 ksi P=0.1 f'c Agfyl= 65 ksi Escale for circular 1:3 Vu SC: Shear capacity based in single curvature bending
fys= 60 ksi Escale for interlocking 1:4 Vu DC: Shear capacity based in double curvature bendingEs= 29000 ksi sh: spiral pitch Vn: Shear Capacity
Name dx (in) dy (in) P (k) cover (in) spiral sh (in) rl (%) rs (%) fy My (k-in) fu Mu (k-in) mD Vu SC Vu DC Vc (k) Vs (k) Vn (k) ISL1.0 12 17.5 98.5 0.5 W2.9 1.0 1.97 1.05 0.0004 1402 0.00742 1564 7.36 21.72 43.44 5.13 60.13 65.26 ISL1.5 12 20.25 106 0.5 W2.9 1.0 1.97 1.05 0.00039 1670 0.00754 1885 7.64 26.18 52.36 2.96 60.13 63.09 ISH1.0 10 14.5 61.8 0.5 W2.0 1.5 2.85 0.59 0.00051 1016 0.00557 1069 4.67 14.85 29.69 8.93 22.62 31.55 ISH1.25 10 15.62 67.4 0.5 W2.0 1.0 2.78 0.89 0.00049 1097 0.00737 1210 6.09 16.81 33.61 7.55 33.93 41.48 ISH1.5 10 16.75 73 0.5 W2.0 1.0 2.86 0.89 0.00049 1200 0.00729 1319 6.04 18.32 36.64 8.08 33.93 42.01
X- direction
W 2.0 @ 1.0 in
16.75 in
5.00 in 5.00 in6.75 in
38#3
0.50 in
10.00 in10.00 in
W 2.0 @ 1.0 in
15.62 in
5.00 in 5.00 in5.62 in
34#3
0.50 in
10.00 in
Cross section ISL1.0 Cross section ISL1.5
Cross section ISH1.0 Cross section ISH1.25 Cross section ISH1.5
6.00 in 6.00 in5.50 inW 2.9 @ 1.0 in
32#3
0.50 in12.00 in
20.25 in
6.00 in 6.00 in8.25 inW 2.9 @ 1.0 in
38#3
0.50 in12.00 in
W 2.0 @ 1.5 in
5.00 in 5.00 in4.50 in
32#3
0.50 in
14.50 in
17.50 in
Cross section L72 20#4 Cross section L72 14#5
Cross section L72 15#5 Cross section L72 16#5
16.00 in
W 5.0 @ 1.0 in
20#4
0.75 in
16.00 in
W 5.0 @ 1.0 in
14#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
16#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
15#5
0.75 in
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Name dx (in) dy (in) P (k) cover (in) spiral sh (in) rl (%) rs (%)
ISL1.0 12 17.5 98.5 0.5 W2.9 1.0 1.97 1.05 ISL1.5 12 20.25 106 0.5 W2.9 1.0 1.97 1.05 ISH1.0 10 14.5 61.8 0.5 W2.0 1.5 2.85 0.59 ISH1.25 10 15.62 67.4 0.5 W2.0 1.0 2.78 0.89 ISH1.5 10 16.75 73 0.5 W2.0 1.0 2.86 0.89
W 2.0 @ 1.0 in
16.75 in
5.00 in 5.00 in6.75 in
38#3
0.50 in
10.00 in10.00 in
W 2.0 @ 1.0 in
15.62 in
5.00 in 5.00 in5.62 in
34#3
0.50 in
10.00 in
Cross section ISL1.0 Cross section ISL1.5
Cross section ISH1.0 Cross section ISH1.25 Cross section ISH1.5
6.00 in 6.00 in5.50 inW 2.9 @ 1.0 in
32#3
0.50 in12.00 in
20.25 in
6.00 in 6.00 in8.25 inW 2.9 @ 1.0 in
38#3
0.50 in12.00 in
W 2.0 @ 1.5 in
5.00 in 5.00 in4.50 in
32#3
0.50 in
14.50 in
17.50 in
Cross section L72 20#4 Cross section L72 14#5
Cross section L72 15#5 Cross section L72 16#5
16.00 in
W 5.0 @ 1.0 in
20#4
0.75 in
16.00 in
W 5.0 @ 1.0 in
14#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
16#5
0.75 in
16.00 in
W 5.0 @ 1.0 in
15#5
0.75 in
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
fy My (k-in) fu X Mu (k-in) mD Vu SC Vu DC Vc (k) Vs (k) Vn (k)0.0003 2026 0.00431 2235 7.36 31.04 62.08 18.84 60.13 78.970.00026 2763 0.00378 3074 6.02 42.69 85.39 18.44 60.13 78.570.00036 1413 0.00329 1478 3.97 20.53 41.06 13.46 22.62 36.080.00034 1649 0.00395 1795 4.91 24.93 49.86 15.43 33.93 49.360.00032 1957 0.00368 2120 4.83 29.44 58.89 16.33 33.93 50.26
Y- direction
8072
88
Shake Table
Test in Single Curvature
8058
72
Shake Table
Test in Double Curvature
L72 16#5 Hysteretic Behavior (El centro x 4.0), EQ uniaxial
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Top Lateral displacement (in)
Ba
se
sh
ea
r (k
ips
)
Analytic models (OpenSees)Analytic models (OpenSees)
Beam with hinges
Zero length element
M
P
Elastic element
Inelastic fiber element
3D model, cantilever beam inelastic fiber
elements
Uniaxial concrete material Concrete04
Mander’s model – Degradation
according to Karsan-Jirsa
Analytic models (OpenSees)Analytic models (OpenSees)
Uniaxial material ReinforcingSteel Strain rate effect according Zadeh -
Saiidi
Analytic models (OpenSees)Analytic models (OpenSees)
Bond Slip according to Wehbe – Saiidi
As Moment – rotation hysteresis
u
dffl bys
4
)(1
u
dfl by
42 AN
ls .
)(8 syysssb fffu
dl
bd
cfu
'5.9u
dfl bs
4ys ff
ys ff
AN
ls .
m
s
sb
E
fdl8
2
Analytic models (OpenSees)Analytic models (OpenSees)
C + AL + PD C + AL + PD : As single Column, constant axial load and Pdelta effect.: As single Column, constant axial load and Pdelta effect. C + UT + PD C + UT + PD : As single Column, Unbonded tendon and Pdelta effect.: As single Column, Unbonded tendon and Pdelta effect.
P=80 K
Rigid link
Point Mass
Rigid link
Beam with Hinges
Fiber section
Fiber section
Zero length Element
Elastic Element
C+AL+PD
Rigid linkPoint Mass
Rigid link
Beam with Hinges
Fiber section
Fiber section
Zero length Element
Truss Element
C+UT+PD
Analytic models (OpenSees)Analytic models (OpenSees)
MR + C+PD+ UT MR + C+PD+ UT : Mass frame, column including unbonded tendon & PD.: Mass frame, column including unbonded tendon & PD.
MR+C+PD+UT
Point Mass
Rigid link
Beam with Hinges
Corotational Truss Ele.
Rigid links
Corotational Truss Ele.
Rigid links
Corotational Truss Ele.
Elastic Beams
Truss Element
Additional mass
Analytic models (OpenSees)Analytic models (OpenSees)
MR+C+PD+UT
EarthquakesEarthquakes
El CentroEl Centro: 0.33, 0.66, 1.0, 1.5, 2.0, 2.5, 3.0, 3.5, : 0.33, 0.66, 1.0, 1.5, 2.0, 2.5, 3.0, 3.5, 4.04.0SylmarSylmar: 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4, : 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4, 1.61.6
Mendocino- PetroliaMendocino- Petrolia: 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, : 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.41.4Northridge-SepulvedaNorthridge-Sepulveda: 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, : 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.41.4
KobeKobe: 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, : 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.42.4Northridge- ArletaNorthridge- Arleta: 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.4, 2.7, : 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.4, 2.7, 3.03.0Northridge- Newhall:Northridge- Newhall: 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4, 1.6, 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4, 1.6, 1.81.8LomaPrieta- CorralitosLomaPrieta- Corralitos: 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.4, 2.7, : 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.4, 2.7, 3.03.0LomaPrieta- CapitolaLomaPrieta- Capitola: 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.4, 2.7, : 0.3, 0.6, 0.9, 1.2, 1.4, 1.5, 1.8, 2.1, 2.4, 2.7, 3.03.0
UNRUNR
UCLAUCLA
UIUCUIUC
Elastic SpectrumElastic Spectrum
0.0
1.0
2.0
3.0
4.0
5.0
6.0
0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5
SA (g
)
T (s)
Sylmarx1.8
Arletax3.0
Newhallx1.8
Kobex2.4
Corralitosx3.0
Capitolax2.7
Mendocinox1.6
Sepulvedax1.6
Centrox40.0
1.0
2.0
3.0
4.0
5.0
6.0
0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5
SA (g
)
T (s)
Sylmarx1.8
Arletax3.0
Newhallx1.8
Kobex2.4
Corralitosx3.0
Capitolax2.7
Mendocinox1.6
Sepulvedax1.6
Centrox4
Analysis (El Centrox4 - XDisplacement)Analysis (El Centrox4 - XDisplacement)
-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)
C+AL+PD
Analysis (El Centrox4 - XDisplacement)Analysis (El Centrox4 - XDisplacement)
-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)
C+AL+PDMR+AL+PD
Analysis (El Centrox4 - XDisplacement)Analysis (El Centrox4 - XDisplacement)
-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)
C+AL+PDMR+AL+PD
C+UT+PD
Analysis (El Centrox4 - XDisplacement)Analysis (El Centrox4 - XDisplacement)
-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent (
in)
Time (s)
C+AL+PDMR+AL+PD
C+UT+PDMR+AL+PD
Analysis (Kobex2.4 - X Displacement)Analysis (Kobex2.4 - X Displacement)
-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent
(in)
Time (s)
C+AL+PD
MR+C+UT
MR+C+AL
C+UT
Analysis (Sylmarx1.4 X Displacement)Analysis (Sylmarx1.4 X Displacement)
-2
-1
0
1
2
3
4
5
6
7
8
9
0 50 100 150 200 250 300
X D
ispl
acem
ent
(in)
Time (s)
C+AL+PD
MR+C+UT
MR+C+AL
C+UT
Analysis (Northridge-SPVx1.4 - X Displacement)Analysis (Northridge-SPVx1.4 - X Displacement)
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
X D
ispl
acem
ent
(in)
Time (s)
C+AL+PD
MR+C+UT
MR+C+AL
C+UT
Analysis (Mendocinox1.4- X Displacement)Analysis (Mendocinox1.4- X Displacement)
-4
-2
0
2
4
6
8
10
0 20 40 60 80 100 120 140 160 180
X D
ispl
acem
ent
(in)
Time (s)
C+AL+PD
MR+C+UT
MR+C+AL
C+UT
Analysis (Displacement Summary)Analysis (Displacement Summary)
-6
-4
-2
0
2
4
6
8
10
0 50 100 150 200 250 300
Dis
plac
emen
t (in
)
Time (s)
Centro
Sylmar
Arleta
Newhall
Sepulveda
Kobe
Corralitos
Capitola
Mendocino
Measured Response (Hysteretic)Measured Response (Hysteretic)
ConclusionsConclusions
•From the analysis it was observed that the Mass Platform increased the response From the analysis it was observed that the Mass Platform increased the response of the RC column due to Pdelta. Nevertheless, this effect was balanced by the of the RC column due to Pdelta. Nevertheless, this effect was balanced by the action of the unbonded prestressed tendon inside the column. The final result, action of the unbonded prestressed tendon inside the column. The final result, resemble approximately the behavior of a single column.resemble approximately the behavior of a single column.
•Northridge at Sepulveda and Mendocino motions developed at UCLA, likewise El Northridge at Sepulveda and Mendocino motions developed at UCLA, likewise El Centro and Kobe earthquakes, showed to induce considerable response for the Centro and Kobe earthquakes, showed to induce considerable response for the single column analyzed.single column analyzed.
Future workFuture work
• We are working in the analytical stage to include bidirectional effects and model We are working in the analytical stage to include bidirectional effects and model the behavior of Shear dominated columns, both for circular and interlocking the behavior of Shear dominated columns, both for circular and interlocking columns.columns.
• In few weeks we will start the construction of the Mass Platform and our first set In few weeks we will start the construction of the Mass Platform and our first set of columns. We plan to test in summer.of columns. We plan to test in summer.
