bidirectional mass platform (old idea)
DESCRIPTION
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 Jan. 23 - 2009. Bidirectional Mass Platform (Old idea). Bidirectional Mass Platform (Old idea). - PowerPoint PPT PresentationTRANSCRIPT
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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
Jan. 23 - 2009
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Bidirectional Mass Platform (Old idea)
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Bidirectional Mass Platform (Old idea)
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Bidirectional Mass Platform (New idea)
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Bidirectional Mass Platform (Without PD)
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Bidirectional Mass Platform (PD system)
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Bidirectional Mass Platform (With PD)
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Circular Columns (Design Parameters)
Height (in) 72Diameter (in) 16
P (k) 80Cover (in) 0.75
Spiral W5.0Pitch (in) 1.5rl (%) 2.0rs (%) 0.92
f'c (ksi) 5.5Ec (ksi) 4227fyl (ksi) 65fys (ksi) 60Es (ksi) 29000
fy 0.00032
My (k-in) 1837fu 0.00473
Mu (k-in) 2136mD 6.56
Vu (k) 29.67Tcr (k-in) 353Tu (k-in) 781
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Circular Columns Details (Single Curvature)
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Circular Columns Construction
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Interlocking Columns Details
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Interlocking Columns Construction
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Interlocking Spiral Columns (Design Parameters)
Height (in) 72
X Diam (in) 12
YDiam (in) 17.5
P (k) 80
Cover (in) 0.5
Spiral W2.9
Pitch (in) 1
rl (%) 1.97
rs (%) 1.05
f'c (ksi) 5.5
Ec (ksi) 4227
fyl (ksi) 65
fys (ksi) 60
Es (ksi) 29000
Dir X Dir Y
fy 0.0004 0.0003
My (k-in) 1402 2026
fu 0.00742 0.00431
Mu (k-in) 1564 2235
mD 7.36 7.36
Vu (k) 22 31
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Analytical Model (OpenSees)
Point Mass
Rigid link
Beam with Hinges
Frame Element.
Rigid links
Corotational Truss Ele.
Rigid links
Elastic Beams
Additional mass
Frame Element.
Zerolength Element.
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Analytic model (OpenSees)
Mass=80 kipsAxial load with unbonded tendon aprox. 80 KipsTorsional stiffness 0.2JG
Biaxial motionsEl Centro: 0.33, 0.66, 1.0, 1.5, 2.0, 2.5, 3.0Sylmar: 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4, 1.6 Kobe: 0.3, 0.6, 0.9, 1.2, 1.5, 1.8
Mendocino (Petrolia): 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4Northridge (Sepulveda): 0.2, 0.4, 0.6, 0.8, 1.0, 1.2, 1.4
Model 1: Mass frame, without axial load, without PD.Model 2: Mass frame, with unbonded tendon, with PD.
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Mass Distribution (Plan view)
Case 1
17 k 17 k
17 k 17 k
Case 2
19.83 k
8.5 k 19.83 k
19.83 k
Case 3
19.83 k8.5 k
19.83 k 19.83 k
Case 4
19.83 k
19.83 k 19.83 k
8.5 k
Case 5
19.83 k
19.83 k 8.5 k
19.83 k
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Analysis Results (circular column)
Earthquake Load Top Displ. (in) Base Shear. (in) Base Moments. (k-in) T/Mx T/My
Case X Y Comp X Y Comp Mx My T
Mendocino 1 3.16 7.79 8.40 19.79 19.79 34.30 2803.94 1979.28 53.14 0.02 0.03
Petrolia x1.4 2 7.53 7.53 8.13 19.51 19.51 34.08 2795.97 2795.97 489.86 0.18 0.18
3 7.67 7.67 8.32 20.07 20.07 34.37 2791.71 2005.56 598.19 0.21 0.30
4 3.11 7.72 8.32 19.70 19.70 34.19 2796.71 1967.59 494.12 0.18 0.25
5 3.20 7.63 8.27 19.95 19.95 34.27 2788.59 1997.50 600.26 0.22 0.30
Northridge 1 7.90 2.55 8.30 29.44 29.44 36.09 2088.70 2946.93 43.87 0.02 0.01
Sepulveda x1.4 2 7.91 2.53 8.30 29.51 29.51 36.25 2106.56 2953.20 488.79 0.23 0.17
3 2.55 2.55 8.34 29.51 29.51 36.38 2132.98 2953.75 494.74 0.23 0.17
4 7.90 2.54 8.30 29.49 29.49 36.21 2102.02 2951.53 422.49 0.20 0.14
5 7.93 2.52 8.32 29.50 29.50 36.39 2126.79 2952.52 455.94 0.21 0.15
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Analysis (Mendocino-Case1)
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Test Schedule
Project Name: Seismic Simulation and Design of Bridge Columns Under Combined Actions and Implication on System Response
Principal Investigator: Dr. David Sanders
Assistant Researcher: Juan Arias
CIRCULAR COLUMNS TEST C1 From To
1. Install Mass Rig on table 2/16/2009 2/20/2009
2. Install Column on table 2/23/2009 2/25/2009
3. Initial Instrumentation 2/25/2009 2/27/2009
4. Attach mass to the Mass Rig 3/2/2009 3/3/2009
5. Final Instrumentation 3/4/2009 3/5/2009
6. Check the entire system 3/6/2009 3/6/2009
7. Pre-test 3/9/2009 3/10/2009
8. Test Week 3/10/2009 3/13/2009
9. Post Test- Disassembly 3/16/2009 3/18/2009
10. Data analysis 3/18/2009