DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES - IISEE

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(7) The gap between the ends of two adjacent girders set up for avoiding the collision between two adjacent superstructures, a superstructure and an abutment, or a superstructure and a truncated portion of a pier head, shall not be less than the value obtained from Equation (14.4.1). However, for a complicated bridge in which the seismic behavior should be obtained by a dynamic method specified in Chapter 7, a relative displacement derived from the dynamic analysis shall be taken as us in Equation (14.4.1). us + LA (between a superstructure and an abutment, or a superstructure and a truncated portion of a pier head) S B = ・・・・・・・・・・・・・・・・・ (14.4.1) c B us + LA (between two adjacent girders) where S B : Length of spacing of adjacent decks at the ends of superstructures shown in Fig. 14.4.1 (mm) us :Maximum relative displacement between a superstructure and a substructure, generating at a position of calculation of the gap between adjacent decks when subjected to the Level 2 Earthquake Ground Motion (mm) LA : Allowance of adjacent girders (mm) c B : Gap modification factor on natural period difference. The values in Table 14.4.1 are based on natural period differenceΔT of the two adjacent girders. Table 14.4.1 Gap Modification Factor on Natural Period Difference of Adjacent Girders Ratio of Natural Period Difference to Longer Natural Period ΔT/T 1 c B 0≦ΔT / T 1 < 0.1 1 0.1≦ΔT / T 1 < 0.8 2 0.8≦ΔT / T 1 ≦1.0 1 Notes: Here, ΔT = T 1 -T 2 , and T 1 and T 2 represent the natural periods of two adjacent girders, respectively. However, T 1 is assumed equal to or greater than T 2 . 75
Girder Girder Girder Pier Fig. 14.4.1 Gap between Ends of Superstructures 14.4.2 Expansion Joints (1) An expansion length of an expansion joint shall generally be greater than its design expansion length for Earthquake Ground Motion Level 1, as specified in (2). However, this provision may not be applicable if the lateral strength of the expansion joint necessary for Level 1 Earthquake Ground Motion is ensured, or a joint protector specified in Subsection 14.4.3 is installed to protect the expansion joint. (2) Design expansion length during an earthquake shall generally be calculated by Equation (14.4.2). However, if the design expansion length specified in Subsection 4.2.2 of Part I Common Provisions is larger than the calculated one, the design length during an earthquake shall not be less than the value from the Common Provisions. δR + LA (between a superstructure and an abutment) LE = .....(14.4.2) c B δR + LA (between two adjacent girders) where LE : Design expansion length during an earthquake (mm) LA : Expansion length allowance (mm) δR : Relative displacement between a superstructure and a substructure, occurring at the expansion location when subjected to Level 1 Earthquake Ground Motion (mm) 76
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DESIGN SPECIFICATIONS FOR HIGHWAY B
Page 3 and 4:
6.3 Verification of Seismic Perform
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12.6 Design of Members of Pier Foun
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construction site, and is normally
Page 9 and 10:
Chapter 2 Basic Principles for Seis
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Chapter 3 Loads to be considered in
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Table 4.2.1 Standard Acceleration R
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4.4 Modification Factor for Zones M
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Chapter 5 Verification of Seismic P
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Chapter 6 Verification Methods of S
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T 2.01 ・・・・・・・・
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6.2.5 Seismic Hydrodynamic Pressure
Page 25 and 26:
Ground Surface Average Section Fig.
Page 27 and 28:
Table 6.3.1 Standard Values of the
Page 29 and 30: 6.4.3 Design Horizontal Seismic Coe
Page 31 and 32: khc0 : Standard value of the design
Page 33 and 34: 6.4.6 Performance Verification for
Page 35 and 36: the shear strength based on Section
Page 37 and 38: Chapter 7 Verification Methods of S
Page 39 and 40: 2) Steel piers and steel superstruc
Page 41 and 42: Chapter 8 Effects of Seismically Un
Page 43 and 44: k hg : Design horizontal seismic co
Page 45 and 46: design shall be assumed to be actin
Page 47 and 48: H L : Thickness of liquefying layer
Page 49 and 50: (6) When an isolation bearing is us
Page 51 and 52: 9.3.3 Equivalent Linear Model of Is
Page 53 and 54: 9.4 Basic Performance Requirement f
Page 55 and 56: 10.2 Evaluation of Failure Mode, La
Page 57 and 58: 10.3 Calculation of Lateral Strengt
Page 59 and 60: Horizontal force P Horizontal displ
Page 61 and 62: d : Effective length (mm) of latera
Page 63 and 64: 10.6 Structural Details for Improvi
Page 65 and 66: h i = h M yi 1 D ・・・・
Page 67 and 68: 1.0 on the effects of alternative c
Page 69 and 70: (2) Failure mode of an Reinforced C
Page 71 and 72: Chapter 11 Verification of Seismic
Page 73 and 74: Chapter 12 Verification of Seismic
Page 75 and 76: 12.5 Ductility and Displacement Cap
Page 77 and 78: 13.5 Design of Members of Abutment
Page 79: 14.3 Reinforced Concrete Superstruc
Page 83 and 84: Chapter 15 Verification of Sesmic P
Page 85 and 86: horizontal seismic coefficient spec
Page 87 and 88: provided in Section 6.3.3. Rd : Dea
Page 89 and 90: a skew bridge or a curved bridge, t
Page 91 and 92: length of the unseating prevention
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DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES - IISEE

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