Seismic Design of Tunnels - Parsons Brinckerhoff

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Acknowledgments I wish to express my thanks to the Career Development Committee and Paul H. Gilbert, the original initiator of the William Barclay Parsons Fellowship Program, for selecting my proposal and providing continuous support and guidance throughout this study. Thanks are also due to the Board of Directors of Parsons Brinckerhoff Inc. for making the growth and flowering of an engineer’s idea possible. The fruitful results of this exciting study would never have been possible without technical guidance from three individuals — my fellowship mentors, Dr. George Munfakh and Dr. Birger Schmidt, and the technical director of underground structures, Dr. James E. Monsees. Their constant critiques and advice were sources of inspiration and motivation. Appreciation is due also to Tom Kuesel, who gave constructive technical comments on the content of this study, and to Tim Smirnoff, who provided much of the tunnel structural data of the LA Metro project. Ruchu Hsu and Rick Mayes deserve my thanks for generously giving their time and comments on the draft of this monograph. Gratitude is offered to many other individuals for numerous technical discussions on real world seismic design issues for the ongoing Central Artery/Third Harbor Tunnel project and the Portland Westside LRT project. They include: Louis Silano, Vince Tirolo, Anthony Lancellotti, Dr. Sam Liao, Brian Brenner, Alexander Brudno, Mike Della Posta, Dr. Edward Kavazanjian, Richard Wilson, and many others. Very special thanks to Willa Garnick for her exquisite editing of the manuscript, and to Randi Aronson who carefully proofread the final draft of the monograph. Their wonderful work gave this fellowship study a beautiful finish. I also acknowledge the support and contribution of personnel of the New York office Graphics Department, particularly Pedro Silva who prepared the graphics and tables and laid out the text. I simply could not put a period to this study without expressing thanks to my wife Yvonne Yeh, my son Clinton and my daughter Jolene. Their sacrificing support of my work through many late nights and weekends contributed the greatest part to this monograph. Jaw-Nan (Joe) Wang, Ph.D., P.E. Professional Associate Parsons Brinckerhoff Quade & Douglas, Inc. June 1993 x
1.0 INTRODUCTION 1
Page 1 and 2: 1991 William Barclay Parsons Fellow
Page 3 and 4: CONTENTS Foreword ix 1.0 Introducti
Page 5 and 6: Mononobe-Okabe Method 87 Wood Metho
Page 7 and 8: Figure Title Page 20 Typical Free-F
Page 9 and 10: LIST OF TABLES Table Title Page 1 F
Page 11: FOREWORD For more than a century, P
Page 16 and 17: 1.2 Scope of this Study The work pe
Page 18 and 19: Figure 1. Ground Response to Seismi
Page 20 and 21: Ground Failure Ground failure broad
Page 22 and 23: - Formation of plastic hinges at th
Page 24 and 25: • The effects of overburden depth
Page 27 and 28: 2.0 SEISMIC DESIGN PHILOSOPHY FOR T
Page 29 and 30: 2.3 Seismic Design Philosophies for
Page 31 and 32: 2.4 Proposed Seismic Design Philoso
Page 33 and 34: expressed in terms of internal mome
Page 35: Comments on Loading Combinations fo
Page 39 and 40: 3.0 RUNNING LINE TUNNEL DESIGN 3.1
Page 41 and 42: Ovaling or Racking Deformations The
Page 43 and 44: 3.3 Free-Field Axial and Curvature
Page 45 and 46: Simplified Equations for Axial Stra
Page 47 and 48: 3.4 Design Conforming to Free-Field
Page 49 and 50: Applicability of the Free-Field Def
Page 51 and 52: Figure 6. Sectional Forces Due to C
Page 53 and 54: - In the JSCE (Japanese Society of
Page 55 and 56: Design Example 2: A Linear Tunnel i
Page 57 and 58: 5. Derive the ground displacement a
Page 59 and 60: 10. Calculate the allowable shear s
Page 61 and 62: It is believed that the only transp
Page 63:
Based on Equations 3-7 and 3-8, the
Page 67 and 68:
4.0 OVALING EFFECT ON CIRCULAR TUNN
Page 69 and 70:
Figure 7. Free-Field Shear Distorti
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Figure 8. Free-Field Shear Distorti
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R = radius of the tunnel lining t =
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Lining Properties Soil Properties R
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The expressions of these lining res
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Figure 11. Lining Response Coeffici
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Thrust Response Coefficient, K 2 Fi
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Thrust Response Coefficient, K 2 Fi
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Figure 15. Normalized Lining Deflec
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Figure 17. Finite Difference Mesh (
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Table 2. Cases Analyzed by Finite D
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maximum bending moment than the no-
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Table 3. Influence of Interface Con
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5.0 RACKING EFFECT ON RECTANGULAR T
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Third, typically soil is backfilled
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thrust that is approximately 1.5 to
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San Francisco BART In his pioneerin
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general, flexibility can be achieve
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• 254 ft/sec for case I • 415 f
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locations of roof and invert are ap
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Figure 25. Structure Deformations v
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Factors Contributing to the Soil-St
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As Figures 28A and 28B show, earthq
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Figure 28A. West Coast Earthquake A
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Figure 29. Design Response Spectra
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Figure 31. Relative Stiffness Betwe
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developed for a one-barrel frame wi
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• For flexibility ratios less tha
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where g s = angular distortion of t
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Structure Deformation Free-Field De
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Because the Poisson’s Ratios of t
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Table 5. Cases Analyzed to Study th
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In comparison with the results show
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Structure Deformation Free-Field De
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• Pseudo-Concentrated Force Model
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deformations result. Section 2.4 in
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Figure 40. Moments at Invert-Wall C
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Figure 42. Moments at Invert-Wall C
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Table 7. Seismic Racking Design App
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136
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• The more frequently occurring e
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Use of this method will lead to a c
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142
Page 156 and 157:
Duddeck, H. and Erdman, J., “Stru
Page 158 and 159:
Tunnels, Report No. UMTA-MA-06-0100
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Seismic Design of Tunnels - Parsons Brinckerhoff

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