Seismic Design of Tunnels - Parsons Brinckerhoff

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Structure Deformation Free-Field Deformation Figure 34. Normalized Structure Deflections 116
Structure Deformation Free-Field Deformation Figure 35. Normalized Structure Deflections 117
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1991 William Barclay Parsons Fellow
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CONTENTS Foreword ix 1.0 Introducti
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Mononobe-Okabe Method 87 Wood Metho
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Figure Title Page 20 Typical Free-F
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LIST OF TABLES Table Title Page 1 F
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FOREWORD For more than a century, P
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1.0 INTRODUCTION 1
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1.2 Scope of this Study The work pe
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Figure 1. Ground Response to Seismi
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Ground Failure Ground failure broad
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- Formation of plastic hinges at th
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• The effects of overburden depth
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2.0 SEISMIC DESIGN PHILOSOPHY FOR T
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2.3 Seismic Design Philosophies for
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2.4 Proposed Seismic Design Philoso
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expressed in terms of internal mome
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Comments on Loading Combinations fo
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3.0 RUNNING LINE TUNNEL DESIGN 3.1
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Ovaling or Racking Deformations The
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3.3 Free-Field Axial and Curvature
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Simplified Equations for Axial Stra
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3.4 Design Conforming to Free-Field
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Applicability of the Free-Field Def
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Figure 6. Sectional Forces Due to C
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- In the JSCE (Japanese Society of
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Design Example 2: A Linear Tunnel i
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5. Derive the ground displacement a
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10. Calculate the allowable shear s
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It is believed that the only transp
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Based on Equations 3-7 and 3-8, the
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4.0 OVALING EFFECT ON CIRCULAR TUNN
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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
Page 77 and 78: The expressions of these lining res
Page 79 and 80: Figure 11. Lining Response Coeffici
Page 81 and 82: Thrust Response Coefficient, K 2 Fi
Page 83 and 84: Thrust Response Coefficient, K 2 Fi
Page 85 and 86: Figure 15. Normalized Lining Deflec
Page 87 and 88: Figure 17. Finite Difference Mesh (
Page 89 and 90: Table 2. Cases Analyzed by Finite D
Page 91 and 92: maximum bending moment than the no-
Page 93 and 94: Table 3. Influence of Interface Con
Page 95: 5.0 RACKING EFFECT ON RECTANGULAR T
Page 98 and 99: Third, typically soil is backfilled
Page 100 and 101: thrust that is approximately 1.5 to
Page 102 and 103: San Francisco BART In his pioneerin
Page 104 and 105: general, flexibility can be achieve
Page 106 and 107: • 254 ft/sec for case I • 415 f
Page 108 and 109: locations of roof and invert are ap
Page 110 and 111: Figure 25. Structure Deformations v
Page 112 and 113: Factors Contributing to the Soil-St
Page 114 and 115: As Figures 28A and 28B show, earthq
Page 116 and 117: Figure 28A. West Coast Earthquake A
Page 118 and 119: Figure 29. Design Response Spectra
Page 120 and 121: Figure 31. Relative Stiffness Betwe
Page 122 and 123: developed for a one-barrel frame wi
Page 124 and 125: • For flexibility ratios less tha
Page 126 and 127: where g s = angular distortion of t
Page 130 and 131: Because the Poisson’s Ratios of t
Page 132 and 133: Table 5. Cases Analyzed to Study th
Page 134 and 135: In comparison with the results show
Page 136 and 137: Structure Deformation Free-Field De
Page 138 and 139: • Pseudo-Concentrated Force Model
Page 140 and 141: deformations result. Section 2.4 in
Page 142 and 143: Figure 40. Moments at Invert-Wall C
Page 144 and 145: Figure 42. Moments at Invert-Wall C
Page 146 and 147: Table 7. Seismic Racking Design App
Page 148 and 149: 136
Page 150 and 151: • The more frequently occurring e
Page 152 and 153: Use of this method will lead to a c
Page 154 and 155: 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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