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Dynamic Bridge Substructure Evaluation and Monitoring
September 2005, FHWA-RD-03-089
PDF Version (6.18 MB)
Foreword
This research project was performed to investigate the possibility that, by measuring the dynamic response characteristics of a bridge substructure, it might be possible to determine the condition and safety of the substructure and identify its foundation type (shallow or deep). Determining bridge foundation conditions with this approach may be applied to quantify losses in foundation stiffness caused by earthquakes, scour, and impact events. Identifying bridge foundation type may be used to estimate bridge stability and vulnerability under dead and live load ratings, particularly for unknown bridge foundations. Of several protocols evaluated, Hilbert-Huang Transforms (HHT) showed the most promise for structural damage diagnosis. Further work using the HHT method is recommended. The results of this study will be of interest to geotechnologists and others who are involved in nondestructive bridge condition assessment.
Steven B. Chase, Ph.D. Acting Director, Office of Infrastructure Research and Development
Notice
This document is disseminated under the sponsorship of the U.S. Department of Transportation in the interest of information exchange. The U.S. Government assumes no liability for the use of the information contained in this document. This report does not constitute a standard, specification, or regulation.
The U.S. Government does not endorse products or manufacturers. Trademarks or manufacturers' names appear in this report only because they are considered essential to the objective of the document.
Quality Assurance Statement
The Federal Highway Administration (FHWA) provides high-quality information to serve Government, industry, and the public in a manner that promotes public understanding. Standards and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its information. FHWA periodically reviews quality issues and adjusts its programs and processes to ensure continuous quality improvement.
Technical Report Documentation Page
1. Report No FHWA-RD-03-089 | 2. Government Accession No. N/A | 3. Recipient's Catalog No. N/A |
4. Title and Subtitle Dynamic Bridge Substructure Evaluation and Monitoring | 5. Report Date September2005 |
6. Performing Organization Code N/A |
7. Authors(s) Larry D. Olson, P.E. | 8. Performing Organization Report No. N/A |
9. Performing Organization Name and Address Olson Engineering, Inc. 5191 Ward Road Ste. #1 Wheat Ridge, CO 80033 | 10. Work Unit No. (TRAIS) N/A |
11. Contract or Grant No. DTFH61-96-C-00030 |
12. Sponsoring Agency Name and Address Office of Infrastructure Research and Development Federal Highway Administration 6300 Georgetown Pike McLean, VA 22101
| 13. Type of Report and Period Covered Final report, 1995-2003 |
14. Sponsoring Agency Code HRDI-01 |
15. Supplementary Notes Contracting Officer's Technical Representative (COTR): Michael Adams, HRDI-06 |
16. Abstract This research project was funded to investigate the possibility that, by measuring and modeling the dynamic response characteristics of a bridge substructure, it might be possible to determine the condition and safety of the substructure and identify its foundation type (shallow or deep). Determination of bridge foundation conditions with this approach may be applied to quantify losses in foundation stiffness caused by earthquakes, scour, and impact events. Identification of bridge foundation type may be employed to estimate bridge stability and vulnerability under dead and live load ratings, particularly for unknown bridge foundations. |
17. Key Words Bridge Foundation, Hubert-Huang Transform, Scour, Nondestructive Testing, Bridge Substructure, Unknown Bridge Foundations, Bridge Condition Assessment, Earthquakes | 18. Distribution Statement No restrictions. This document is available to the Public through the National Technical Information Service, Springfield, VA 22161 |
19. Security Classif. (of this report) Unclassified | 20. Security Classif. (of this page) Unclassified | 21. No. of Pages 216 | 22. Price |
Form DOT F 1700.7 (8-72) Reproduction of completed page authorized (art. 5/94)
Table of Contents
LIST OF FIGURES
- Figure 1. Diagram. Parameter identification system excitation and output options
- Figure 2. Diagram. Structural parameter-identification system tree
- Figure 3. Photo. Relief structure 4 of the Trinity River Relief Bridge with the Vibroseis truck over bent 2
- Figure 4. Photo. Excessive differential settlements on relief structure 4, Trinity River Relief Bridge
- Figure 5. Diagram. Geometric details of bent 2, structure 4, of the Trinity River Relief Bridge
- Figure 6. Diagram. SASW method
- Figure 7. Photo. SASW tests at bent 12, structure 4, Trinity River Relief Bridge
- Figure 8. Photo. Western pier of the southwestern span of the Woodville Road Bridge
- Figure 9. Photo. Vibroseis truck over the east pier, Old Reliance Bridge
- Figure 10. Photo. Vibroseis truck over Woodville Road Bridge pier
- Figure 11. Photo. Vertical vibrator mechanism of Vibroseis truck
- Figure 12. Photo. Seismic accelerometer and power supply unit
- Figure 13. Photo. DP420 dynamic signal analyzer in portable PC
- Figure 14. Photo. Drilling concrete holes to mount seismic accelerometers on bent 2 of structure 4, Trinity River Relief Bridge
- Figure 15. Photo. Seismic accelerometers on blocks bolted to piles of bent 2 of structure 4, Trinity River Relief Bridge
- Figure 16. Photo. One-hundred-pound vibrator with dynamic load cell on bent 2
- Figure 17. Photo. Twelve-pound impulse sledge hammer with soft gray rubber tip
- Figure 18. Photo. Closeup of the vibrator frame of the Vibroseis truck
- Figure 19. Photo. Dual-wheel depressions in asphalt overlay on deck over bent 2
- Figure 20. Diagram. Loading points and accelerometer receiver locations on bents 2 and 12, Trinity River Relief Bridge
- Figure 21. Photo.Vibroseis single-point-plate loading system
- Figure 22. Photo. Demolition of structure 4, Trinity River Relief Bridge
- Figure 23. Photo. Backhoe excavation at bent 12, Trinity River Relief Bridge
- Figure 24. Photo. Ground water in excavation of bent 2, Trinity River Relief Bridge
- Figure 25. Photo. Pile of bent 2 just after excavation
- Figure 26. Photo. Piles of bent 12 just after excavation
- Figure 27. Photo. Shearing of pile of bent 2
- Figure 28. Photo. Shearing of pile of bent 12
- Figure 29. Photo. Sheared south pile of bent 2 with ground water seepage
- Figure 30. Photo. Bent and broken rebars of south column of bent 2
- Figure 31. Photo. Sheared south pile of bent 12
- Figure 32. Photo. Rebars of south column of bent 12
- Figure 33. Photo. Vibroseis truck over west pier of Woodville Road Bridge
- Figure 34. Diagram. Woodville Road Bridge, loading points and accelerometer receiver locations
- Figure 35. Photo. Accelerometers on column and beam cap of west pier, Woodville Road Bridge
- Figure 36. Photo. Biaxial accelerometer mount with vertical and horizontal accelerometers, west pier, Woodville Road Bridge
- Figure 37. Photo. Vertical accelerometer at base of column of west pier, Woodville Road Bridge
- Figure 38. Photo. Horizontal accelerometer on side of column of west pier, Woodville Road Bridge
- Figure 39. Diagram. Old Reliance Road Bridge, loading points and accelerometer receiver locations
- Figure 40. Diagram. Node locations on bent 2
- Figure 41. Diagram. Node locations on bent 12
- Figure 42. Graph. Vibroseis at node 8 of bent 2
- Figure 43. Graph. Vertical accelerometer at node 27 of bent 2
- Figure 44. Graph. Horizontal accelerometer at node 27 of bent 2
- Figure 45. Graph. Vertical accelerometer at node 24 of bent 2
- Figure 46. Graphs. Average spectra of figures 42 through 45 for bent 2
- Figure 47. Equation. Accelerance TF
- Figure 48. Equation. Mobility TF
- Figure 49. Equation. Flexibility TF
- Figure 50. Graphs. Accelerance TF for figures 42 through 45 for bent 2
- Figure 51. Graphs. Flexibility TFs with coherences for figures 42 through 50 for bent 2
- Figure 52. Graphs. Bent 12 flexibility TFs with coherences for test configuration identical to bent 2
- Figure 53. Graph. Curve-fit for accelerance TF, bent 2, node 27V/node 8V
- Figure 54. Graph. Curve-fit for accelerance TF, bent 2, node 27H/node 8V
- Figure 55. Graph. Curve-fit for accelerance TF, bent 2, node 24V/node 8V
- Figure 56. Diagram. First mode shape, frequency, and damping for bent 2
- Figure 57. Diagram. Node points and geometry of bent 2
- Figure 58. Diagram. Node points and geometry of bent 12
- Figure 59. Graph. Bent 12 flexibility TFs at node 2 for intact (i), excavated (e), and broken (n) piles
- Figure 60. Graph. Bent 12 flexibility TFs at node 4 for intact (i), excavated (e), and broken (n) piles
- Figure 61. Graph. Bent 12 flexibility TFs at nodes 6, 10, and 11 for the intact pile
- Figure 62. Graph. Bent 12 flexibility TFs for node 8/node 2 for intact (i), excavated (e), and broken (n) piles
- Figure 63. Graph. Bent 12 flexibility TFs for node 9/node 4 for intact (i), excavated (e), and broken (n) piles
- Figure 64. Graph. Bent 12 flexibility TFs for node 10/node 4 for intact (i), excavated (e), and broken (n) piles
- Figure 65. Graph. Bent 12 flexibility TFs for node 11/node 6 for intact (i) and excavated (e) piles
- Figure 66. Graph. Bent 2 flexibility TFs at node 2 for intact (i), excavated (e), and broken (n) piles
- Figure 67. Graph. Bent 2 flexibility TFs at node 4 for intact (i), excavated (e), and broken (n) piles
- Figure 68. Graph. Bent 2 flexibility TFs at node 6 for intact (i) and excavated (e) piles
- Figure 69. Graph. Bent 2 flexibility TFs for node 8/node 2 for intact (i), excavated (e), and broken (n) piles
- Figure 70. Graph. Bent 2 flexibility TFs for node 9/node 2 for intact (i), excavated (e), and broken (n) piles
- Figure 71. Graph. Bent 2 flexibility TFs for node 10/node 6 for intact (i) and excavated (e) piles
- Figure 72. Graph. Bent 2 flexibility TFs for node 11/node 6 for intact (i) and excavated (e) piles
- Figure 73. Diagram. Bent 12, Mode 1 Vertical, node 4 (center) loading, frequency and damping
- Figure 74. Diagram. Bent 12, Mode 1 Vertical, node 4 (center) loading, magnitude and phase
- Figure 75. Diagram. Bent 12, Mode 1 Vertical, loading at nodes 2 and 4, frequency and damping
- Figure 76. Diagram. Bent 12, Mode 1 Vertical, loading at nodes 2 and 4, magnitude and phase
- Figure 77. Diagram. Bent 12, Mode 2 Vertical, node 4 (center) loading, frequency and damping
- Figure 78. Diagram. Bent 12, Mode 2 Vertical, node 4 (center) loading, magnitude and phase
- Figure 79. Diagram. Bent 12, Mode 2 Vertical, loading at nodes 2 and 4, frequency and damping
- Figure 80. Diagram. Bent 12, Mode 2 Vertical, loading at nodes 2 and 4, magnitude and phase
- Figure 81. Diagram. Bent 12, Mode 2 Horizontal, node 4 (center) loading, frequency and damping
- Figure 82. Diagram. Bent 12, Mode 2 Horizontal, node 4 (center) loading, magnitude and phase
- Figure 83. Diagram. Bent 12, Mode 2 Horizontal, loading at nodes 2 and 4, frequency and damping
- Figure 84. Diagram. Bent 12, Mode 2 Horizontal, loading at nodes 2 and 4, magnitude and phase
- Figure 85. Graph. Woodville and Old Reliance Bridges, flexibility TFs, node 9/node 17
- Figure 86. Graph. Woodville and Old Reliance Bridges, flexibility TFs, node 9/node 18
- Figure 87. Equation. KSSS
- Figure 88. Equation. MSSS
- Figure 89. Equation. KSSS (3-by-3 matrix)
- Figure 90. Equation. MSSS (3-by-3 matrix)
- Figure 91. Equation. KEmax (distributed properties)
- Figure 92. Equation. SEmax (distributed properties)
- Figure 93. Equation. KEmax (lumped properties)
- Figure 94. Equation. SEmax (lumped properties)
- Figure 95. Equation. αn
- Figure 96. Equation. Matrix K times vector Φ
- Figure 97. Equation. Matrix K times vector Φ (partitioned)
- Figure 98. Equation. Stiffness-based residual modal error function
- Figure 99. Equation. Flexibility-based residual modal error function
- Figure 100. Equation. Error function approximation
- Figure 101. Equation. Objective function J
- Figure 102. Equation. Change in parameter vector
- Figure 103. Equation. Parameter iteration
- Figure 104. Equation. Resonant frequency with artificial errors
- Figure 105. Equation. Mode shape with artificial errors
- Figure 106. Equation. Grand mean percentage error
- Figure 107. Equation. Grand standard deviation percentage error
- Figure 108. Equation. Percentage error
- Figure 109. Diagram. Vibration tests of bent 12 of the Trinity River Relief Bridge
- Figure 110. Graphs. (a) Vibroseis chirp forcing function in poundforce at center of bent 2. (b) Accelerometer 15 response in inches/seconds squared
- Figure 111. Graphs. Fourier spectra (F.S.) of figure 110 data
- Figure 112. Graphs. Morlet (graph b) and Db5 (graph c) wavelet spectra of the forcing function (graph a)
- Figure 113. Graphs. Accelerance TFs for intact, excavated, and broken pile states
- Figure 114. Equation. X(t)
- Figure 115. Equation. Z(t)
- Figure 116. Equation. X(t) in Hilbert transform form
- Figure 117. Equation. X(t) in Fourier series representation
- Figure 118. Graph. HHT spectrum of forcing function, bent 12, intact state
- Figure 119. Graph. HHT spectrum of vibration, accelerometer 15, bent 12, intact state
- Figure 120. Graphs. EMD with the eight IMF components of vibration, accelerometer 15, bent 12, intact state
- Figure 121. Graphs. Fourier spectra of IMF components in figure 120
- Figure 122. Graph. HHT spectrum of first IMF component of vibration, accelerometer 15, bent 12, intact state
- Figure 123. Graph. HHT spectrum of second IMF component of vibration, accelerometer 15, bent 12, intact state
- Figure 124. Graph. HHT spectrum of vibration, accelerometer 15, bent 12, intact state
- Figure 125. Graph. HHT spectrum of vibration, accelerometer 15, bent 12, excavated state
- Figure 126. Graph. HHT spectrum of vibration, accelerometer 15, bent 12, broken state
- Figure 127. Graph. HHT spectrum of vibration, accelerometer 13, bent 12, intact state
- Figure 128. Graph. HHT spectrum of vibration, accelerometer 13, bent 12, excavated state
- Figure 129. Graph. HHT spectrum of vibration, accelerometer 13, bent 12, broken state
- Figure 130. Graph. HHT spectrum, second component of vibration, accelerometer 15, bent 12, intact state
- Figure 131. Graph. HHT spectrum, second component of vibration, accelerometer 13, bent 12, intact state
- Figure 132. Graph. HHT spectrum, second component of vibration, accelerometer 15, bent 12, excavated state
- Figure 133. Graph. HHT spectrum, second component of vibration, accelerometer 13, bent 12, excavated state
- Figure 134. Graph. HHT spectrum, second component of vibration, accelerometer 15, bent 12, broken state
- Figure 135. Graph. HHT spectrum, second component of vibration, accelerometer 13, bent 12, broken state
- Figure 136. Diagram. Locations of accelerometers 9 and 11 on bent 2
- Figure 137. Graph. HHT spectrum of vibration, accelerometer 11, bent 2, intact state
- Figure 138. Graph. HHT spectrum of vibration, accelerometer 11, bent 2, excavated state
- Figure 139. Graph. HHT spectrum of vibration, accelerometer 11, bent 2, broken state
- Figure 140. Graph. HHT spectrum of vibration, accelerometer 9, bent 2, intact state
- Figure 141. Graph. HHT spectrum of vibration, accelerometer 9, bent 2, excavated state
- Figure 142. Graph. HHT spectrum of vibration, accelerometer 9, bent 2, broken state
- Figure 143. Graph. Normalized HHT spectrum of vibration, accelerometer 15, bent 12, intact state
- Figure 144. Graph. Amplitude of force applied to bent 12, intact state
- Figure 145. Graph. Normalized HHT spectrum of vibration, accelerometer 15, bent 12, excavated state
- Figure 146. Graph. Amplitude of force applied to bent 12, excavated state
- Figure 147. Graph. Normalized HHT spectrum of vibration, accelerometer 15, bent 12, broken state
- Figure 148. Graph. Amplitude of force applied to bent 12, broken state
- Figure 149. Equation. Damping matrix [C]
- Figure 150. Diagram. ANSYS model for bent 12
- Figure 151. Graph. HHT spectra of vibration of 2-D FEM, node 37, bent 12, intact state, d = 0
- Figure 152. Graph. HHT spectra of vibration of 2-D FEM, node 37, bent 12, intact state, d = 0.00198
- Figure 153. Graph. HHT spectra of vibration of 2-D FEM, node 37, bent 12, intact state, d = 0.05305
- Figure 154. Graph. Spectra of marginal amplitude, node 37, bent 12, intact state, d = 0
- Figure 155. Graph. Spectra of marginal amplitude, node 37, bent 12, intact state, d = 0.00198
- Figure 156. Graph. Spectra of marginal amplitude, node 37, bent 12, intact state, d = 0.05305
- Figure 157. Graph. HHT spectra of vibration of 2-D FEM, d = 0.003979, bent 12, broken state, node 37
- Figure 158. Graph. HHT spectra of vibration of 2-D FEM, d = 0.003979, bent 12, broken state, node 53
- Figure 159. Graph. Spectra of marginal amplitude, d = 0.003979, bent 12, broken state, node 37
- Figure 160. Graph. Spectra of marginal amplitude, d = 0.003979, bent 12, broken state, node 53
- Figure 161. Graph. Hypothetical probability density functions for percent change in vertical stiffness
LIST OF TABLES
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