Alicia Ashman Overpass · 2020. 9. 5. · Alicia Ashman Overpass Stacy Ladwig, Sofia Puerto, Joe...
Transcript of Alicia Ashman Overpass · 2020. 9. 5. · Alicia Ashman Overpass Stacy Ladwig, Sofia Puerto, Joe...
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Alicia Ashman OverpassStacy Ladwig, Sofia Puerto, Joe Schoneman
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Overview
• About Overpass
• Motivation
• SAP Model
• Experimental Setup
• Procedure
• Experimental Results
• Comparison with SAP Model
• Conclusion
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About Overpass
• Named after:– Alderman Alicia Ashman
• Built in 1977
• Materials:– Concrete
– Steel
• Bridge Geometry:– Arch Span: 180 x 10 ft
– Ramp: 200 ft
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Motivation
• High amounts of deflection cause users to feel unsafe even when bridge is structurally sound
• Apply OMA concepts
• Compare results with a SAP2000 Model generated during CEE 744
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Campus Dr. Pederstrian Overpass P-13-769
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Campus Dr. Pederstrian Overpass P-13-769
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SAP2000 Model Given
•Frame elements used to model hangers, arch, beams and columns•Shell elements to represent concrete slab
Material Young’s Modulus
CompressiveStrength
Yield
Concrete 3,130 ksi 4,000 psi -
Steel 29,000 ksi 36,000 psi
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Dynamic Behavior of Model ProvidedMode 1
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Dynamic Behavior of Model ProvidedMode 3
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Dynamic Behavior of Model ProvidedMode 7
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Measured PointsBased on Modal Shapes
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• 15 measured points
X
Y
Z
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Measurement Set Up
• Five X-Y-Z accelerometers were used to collect data
• Only X and Z directions were recorded
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Measurement set upPulse
SAP2000Joint
1 S06R
2 S07L
3 S11R
4 S13L
5 S17R
6 S18L
7 S22R
8 S22L
9 7
10 8
11 14
12 21
13 22
14 15
15 23
Setup 1
Setup 2
Setup 3
Setup 4
Setup 5
Reference Points
XY
Z
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Measurement set upPulse
SAP2000Joint
1 S06R
2 S07L
3 S11R
4 S13L
5 S17R
6 S18L
7 S22R
8 S22L
9 7
10 8
11 14
12 21
13 22
14 15
15 23
Setup 1
Setup 2
Setup 3
Setup 4
Setup 5
Reference Points
XY
Z
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Measurement set upPulse
SAP2000Joint
1 S06R
2 S07L
3 S11R
4 S13L
5 S17R
6 S18L
7 S22R
8 S22L
9 7
10 8
11 14
12 21
13 22
14 15
15 23
Setup 1
Setup 2
Setup 3
Setup 4
Setup 5
Reference Points
XY
Z
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Measurement set upPulse
SAP2000Joint
1 S06R
2 S07L
3 S11R
4 S13L
5 S17R
6 S18L
7 S22R
8 S22L
9 7
10 8
11 14
12 21
13 22
14 15
15 23
Setup 1
Setup 2
Setup 3
Setup 4
Setup 5
Reference Points
XY
Z
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Measurement set upPulse
SAP2000Joint
1 S06R
2 S07L
3 S11R
4 S13L
5 S17R
6 S18L
7 S22R
8 S22L
9 7
10 8
11 14
12 21
13 22
14 15
15 23
Setup 1
Setup 2
Setup 3
Setup 4
Setup 5
Reference Points
XY
Z
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Procedure
• Randomly excite bridge by walking and jumping on structure
• Used 30 averages per set up to determine dynamic response up to 25 Hz
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Measurement Day
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Measurement Day
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Experimental Results - Processing
• Output from Pulse as 5 ‘.uff’ files
• FRF generation: Combine results into average FRF curve
• Modeshape comparison: For each set of results, divide through by z-reference for uniform scaling
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Experimental Results
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Experimental Results
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MAC Values for Modeshapes
Measured Modeshapes
SAP
Mo
des
hap
es
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Experimental Results
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Experimental ResultsMode Nat. Frequency (Hz) Damping (%)
1 1.90 2.45
2 2.75 3.40
3 3.44 3.62
4 3.94 1.18
5 4.44 2.46
6 4.69 0.99
7 5.23 1.49
8 5.58 3.07
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Comparison with Model
Mode Measured Computed
Frequency [Hz] Variation %
1 1.91 2.05 7.62
3 3.45 3.87 12.33
5 4.44 4.50 1.30
8 5.58 5.50 1.40
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Most Comparable Modeshapes
Mode 1
Mode 3
Mode 5
Mode 8
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SAP2000 Modification 1
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SAP2000 Modification 1
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Model Provided and Modification 1Natural Frequencies
ModeOriginal
FrequencyModified
Frequency % Change
Cyc/sec Cyc/sec
1 2.0534 2.035 1%
2 2.2947 2.0725 10%
3 2.3445 2.2054 6%
4 2.8391 2.4196 15%
5 3.1119 2.807 10%
6 3.7281 3.1577 15%
7 3.8696 3.7875 2%
8 4.0099 3.8653 4%
Mode 4
Modified
Original
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SAP2000 Modification 2
• Section areas were checked
• Slab thickness increased 2 inches
• Material properties changed to standard SAP2000 4000 psi concrete and A36 Steel (𝜎𝑦𝑖𝑒𝑙𝑑 = 36 ksi)
• Ramp slab added
• Bridge slab refined
• Previous modification kept
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SAP2000 Modification 2
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Comparisons of Natural Frequencies
Mode
Frequency Original Model
Frequency Modification
1
% Changecompared to original
Frequency Modification
2
% Change compared to original
Cyc/sec Cyc/sec Cyc/sec
1 2.0534 2.035 1% 1.8221 11.3%
2 2.2947 2.0725 10% 1.8751 18.3%
3 2.3445 2.2054 6% 2.1849 6.8%
4 2.8391 2.4196 15% 2.8286 0.4%
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Comparison of Modeshapes
1 2 3 4 5 6 7 8 9 10 11 12
1
2
3
4
5
6
7
8
9
10
11
12
First Index
Seco
nd
In
dex
Plot of MAC Matrix
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1 2 3 4 5 6 7 8 9 10 11 12
1
2
3
4
5
6
7
8
9
10
11
12
First Index
Seco
nd
In
dex
Plot of MAC Matrix
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1st Modification Final Modification
Measured Modeshapes
SAP
Mo
des
hap
es
Measured Modeshapes
SAP
Mo
des
hap
es
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Error Sources – Experimental Procedure
• Poor orientation of accelerometers - unlikely
• Excitation issues: • Predominantly vertical
(only primary bending modes excited)
• Not random with time or position
• Not broadband – gait pace located in 1 – 3 Hz range
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Error Sources – Instrumentation Placement
• Engineering judgment
– Avoided nodes
– Maximum deflections
• Lowest stiffness to mass ratio
– 𝐾𝑖𝑖/𝑀𝑖𝑖 for the 𝑖𝑡ℎ coordinate
Picked nodes K/M Overall ranking
21 5877 1
22 5898 2
14 8181 3
15 8663 4
23 8896 5
7 26059 6
S13L 36726 8
S11R 36726 9
S07L 48797 19
S17R 48840 21
S18L 58524 24
S06R 58527 25
8 86633 31
Picked nodesModified
model K/M
Overall ranking
7 608751 130
S11R 632982 136
S13L 632982 137
14 656533 143
15 729975 153
S07L 739998 154
S17R 740417 157
S18L 836420 163
S06R 836444 164
21 1018349 258
8 1090298 273
22 1224061 457
23 1416241 462
Original SAP Model Latest SAP Model
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Error Sources – Instrumentation Placement
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Limitations of Model
• SAP2000 Model Assumptions
– Constant cross-section beam sections were used
– Uncertainty in material properties
– Joint behavior – modeled as either rigid or pinned
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Possible Sources of Error
• National Bridge Inventory Ratings:
– 6 Satisfactory Condition: Structural elements show minor deterioration.
– 5 Fair Condition: Old primary structure elements are sound but might have minor damage.
• Corrosion may have stiffen bridge connections
StructuralComponent
Deck Superstructure(Arch)
Substructure(Piers,Abutments)
Ratings 6 6 5
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Conclusion
• Experimental improvements:
– More varied methods of excitement – higher winds, more pedestrian loading, sledgehammer at “random” locations
– Re-examine accelerometer locations
– Perform test in warmer weather to enable use of wax for assisting with accelerometer placement
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Conclusion
• Model improvements:
– Re-examine geometry of beam cross-sections
– Parametric study of joint stiffness: implement torsional springs at joints and test results for various stiffening levels
– Simulate response under random dynamic load to generate FRF and compare to experimental result
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Conclusion
• According to AASHTO LRFD, the fundamental frequency in a vertical mode of pedestrian bridges shall be greater than 3 Hz to avoid the first harmonic
• Bridge does not comply with most recent dynamic design standard
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Questions?
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Full Modeshape Comparison (Original Model)
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Full Modeshape Comparison (Final Modification)
5 10 15 20 25-0.5
00.5
Measured Modeshapes
5 10 15 20 25-10
010
Computed Modeshapes
5 10 15 20 25-101
5 10 15 20 25-10
010
5 10 15 20 25-0.5
00.5
5 10 15 20 25-505
5 10 15 20 25-0.5
00.5
5 10 15 20 25-505
5 10 15 20 25-101
5 10 15 20 25-505
5 10 15 20 25-101
5 10 15 20 25-505
5 10 15 20 25-101
5 10 15 20 25-20
020
5 10 15 20 25-0.5
00.5
5 10 15 20 25-505
5 10 15 20 25-0.5
00.5
5 10 15 20 25-505
5 10 15 20 25-0.5
00.5
5 10 15 20 25-10
010
5 10 15 20 25-101
5 10 15 20 25-505
5 10 15 20 25-0.5
00.5
5 10 15 20 25-505
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Dynamic Behavior of Model ProvidedMode 2
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Dynamic Behavior of Model ProvidedMode 4
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Dynamic Behavior of Model ProvidedMode 5
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Dynamic Behavior of Model ProvidedMode 6
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Dynamic Behavior of Model ProvidedMode 8
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Dynamic Behavior ofSAP2000 Modification 1
Mode 1
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Dynamic Behavior ofSAP2000 Modification 1
Mode 2
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Dynamic Behavior ofSAP2000 Modification 1
Mode 3
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Dynamic Behavior ofSAP2000 Modification 1
Mode 4
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Dynamic Behavior ofSAP2000 Modification 1
Mode 5
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Dynamic Behavior ofSAP2000 Modification 1
Mode 6
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Dynamic Behavior ofSAP2000 Modification 1
Mode 7
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Dynamic Behavior ofSAP2000 Modification 1
Mode 8
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Dynamic Behavior ofSAP2000 Modification 2
Mode 1
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Dynamic Behavior ofSAP2000 Modification 2
Mode 2
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Dynamic Behavior ofSAP2000 Modification 2
Mode 3
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Dynamic Behavior ofSAP2000 Modification 2
Mode 4
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Dynamic Behavior ofSAP2000 Modification 2
Mode 5
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Dynamic Behavior ofSAP2000 Modification 2
Mode 6
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Dynamic Behavior ofSAP2000 Modification 2
Mode 7
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Dynamic Behavior ofSAP2000 Modification 2
Mode 8