- 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 and 12: FOREWORD For more than a century, P
- Page 13: 1.0 INTRODUCTION 1
- 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 40 and 41: Figure 3. Axial and Curvature Defor
- Page 42 and 43: Figure 4. Ovaling and Racking Defor
- Page 44 and 45: Axis of Tunnel Axial Displacement o
- Page 46 and 47: Wave Type Longitudinal Strain (Axia
- Page 48 and 49: Other assumptions and parameters us
- Page 50 and 51: 1987). In general, the tunnel-groun
- Page 52 and 53: Maximum Bending Moment, Mmax. The b
- Page 54 and 55: amplitude is relatively small. Usin
- Page 56 and 57: First, try the simplified equation
- Page 58 and 59: 7. Calculate the maximum bending mo
- Page 60 and 61: 3.6 Special Considerations Through
- Page 62 and 63: Generally, the solutions to these i
- Page 65: 4.0 OVALING EFFECT ON CIRCULAR TUNN
- Page 68 and 69: The most widely used approach is to
- Page 70 and 71: 4.3 Lining Conforming to Free-Field
- Page 72 and 73: • Equation 4-4, the perforated gr
- Page 74 and 75: • The moment of inertia, I, for a
- Page 76 and 77: This rule of thumb procedure may pr
- Page 78 and 79: Figure 10. Lining Response Coeffici
- Page 80 and 81: Comments on Closed Form Solutions A
- Page 82 and 83: Thrust Response Coefficient, K 2 Fi
- Page 84 and 85: A review of Equation 4-12 and the e
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Figure 16. Normalized Lining Deflec
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Numerical Analysis A series of comp
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Figure 18. Influence of Interface C
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Figure 19. Influence of Interface C
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Lining Stiffness, I. The results pr
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5.0 RACKING EFFECT ON RECTANGULAR T
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5.3 Dynamic Earth Pressure Methods
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Figure 20. Typical Free-Field Racki
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Figure 21. Structure Stability for
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Figure 22. Soil-Structure System An
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Figure 23. Subsurface Shear Velocit
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Figure 24. Free-Field Shear Deforma
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Figure 26. Structure Deformations v
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These features are ideal for this s
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Figure 27. Typical Finite Element M
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Acceleration (g) Figure 28B. Northe
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Figure 30. Types of Structure Geome
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The shear (or flexural) stiffness o
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Figure 32. Determination of Racking
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Table 4. Cases Analyzed by Dynamic
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Racking Coefficient, R = D s /D fre
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Structure Deformation Free-Field De
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In each pair of analyses, the param
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Racking Coefficient, R Figure 36. E
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Table 6. Cases Analyzed to Study th
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(b) Derive earthquake design parame
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Figure 38. Simplified Frame Analysi
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Figure 39. Moments at Roof-Wall Con
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Figure 41. Moments at Roof-Wall Con
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frame analysis models shown in Figu
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6.0 SUMMARY 135
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6.0 SUMMARY A rational and consiste
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• When tunnels are embedded in un
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REFERENCES 141
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REFERENCES Agrawal, P. K., et al,
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Lyons, A. C., “The Design and Dev
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SFBARTD, “Technical Supplement to