- Page 1: PRELIMINARY DESIGN AND ANALYSIS FOR
- Page 6 and 7: TABLE OF CONTENTS LIST OF FIGURES .
- Page 8 and 9: 5.3.2. Calculation of Racking Defor
- Page 10 and 11: Figure 5.6. Simplified frame analys
- Page 12 and 13: 1.1. Purpose CHAPTER 1 INTRODUCTION
- Page 14 and 15: approximately 40000 vehicles use th
- Page 16 and 17: 1.3. Scope of This Study This study
- Page 18 and 19: A suspension bridge is a type of br
- Page 20 and 21: On the other hand, the first immers
- Page 22 and 23: Max. 9 m. Figure 2.1. The possible
- Page 24 and 25: Figure 2.3. The technical propertie
- Page 26 and 27: IMMERSED IMMERSED TUNNEL TUNNEL UNI
- Page 28 and 29: It is recommended that, the allowab
- Page 30 and 31: Reduction factor Rw 1,0 0,9 0,8 0,7
- Page 32 and 33: Table 3.1 The SPT results obtained
- Page 34 and 35: a.) First method: The allowable bea
- Page 36 and 37: intolerable settlement, before it f
- Page 38 and 39: DEPTH (m) 12.0 18.0 0 0 3.0 6.0 9.0
- Page 40 and 41: 3.2.2.2. Depth Reduction Factor The
- Page 42 and 43: Table 3.2. The correction factor va
- Page 44 and 45: ⎛ 0. 34⋅ g ⎞ ⎛189. 92 ⎞ C
- Page 46 and 47: CRR = 0. 02 …. FS CRR = CSR FS =
- Page 48 and 49: CHAPTER 4 STATIC ANALYSIS FOR PRELI
- Page 50 and 51: Figure 4.1. Influence factor If for
- Page 52 and 53: 4.1.3. Application of the First and
- Page 54 and 55:
4 ⋅ 213203 + 402944 ( ) = = 25115
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Figure 4.3. The weights for vertica
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( 1/ 3) ⋅ ( 175000) ⋅ ( 212) 12
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a) Pressure transferring on the b)
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Wsemifilled _ tube tube water W > F
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settlement value is a serviceabilit
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5.1. Types of Deformations The resp
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5.2.1. Free-Field Deformation Appro
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and also underground structures are
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The maximum bending strain is calcu
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1. There is a larger deformation du
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Table 5.2. Ratios of peak ground ve
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τ F = τ soil structure Gs ⋅ B F
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R= Structure Deformation Free-Fluid
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where, the N value was taken as 4 i
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For free field axial strain: Vs a 2
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V d = M max V d 2 10 π = 4. 016 ×
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where DL is the dead load coming fr
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order to strengthen the structure a
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z y x The max stress in lateral dir
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In the equation above, 20 is the le
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max lateral displacement 0.04 m Fig
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number of assumptions (See Table 5.
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provide the dewatering activity bet
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(x1,y1) th 36 immersed tube unit θ
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∆opening = tan( 0. 0036) ⋅ 39.
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4. Durability can be extended. Ther
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values are less than 11. The applic
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Compaction grouting applications:
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value should exceed 15 in the first
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6.3.2.2. Liquefaction Analysis by u
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Table 6.1. The Situation of soil be
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6. The response of the structure du
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REFERENCES Akimoto, K., Y. Hashidat
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Murowchick, Robert E. 2008. Bridgin