DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES - IISEE

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(16) Plastic hinge A specific portion of an Reinforced Concrete structural member capable of performing ductile behavior when subjected to repeated alternate deformations. In the calculation of ultimate horizontal displacement, a length of an estimated plastic hinge in the axial direction of the member is defined as the plastic hinge length, and sections in the plastic hinge length is defined as the plastic hinge zone. (17) Horizontal inertia force distributed structure Structure supporting a superstructure with a plural number of substructures, for the purpose of distributing the seismic inertia forces to these substructures. The structure includes a bridge with elastic supports such as rubber bearings and isolation bearings, and a bridge with plural fixed supports. (18) Seismiclly-Isolated bridges Bridge with isolation bearings intended to make natural period of the bridge longer and to increase the damping characteristics to decrease the inertia forces during an earthquake. (19) Unseating prevention system Structural system having a seat length, an unseating prevention structure, an excessive displacement stopper, and a structure for protecting the superstructure from subsidence, in order to prevent a superstructure from unseating due to an earthquake. 3
Chapter 2 Basic Principles for Seismic Design 2.1 Fundamentals of Seismic Design (1) In the seismic design of a bridge, the seismic performance required depending on the levels of design earthquake ground motion and the importance of the bridge shall be ensured. (2) In the seismic design, topographical, geological and soil conditions, site conditions, etc. shall be taken into account. A structural type with high seismic performance shall be selected. Necessary seismic performance shall be secured in the design of individual structural members of the bridge and the entire bridge system. 2.2 Principles of Seismic Design (1) Two levels of design earthquake ground motions shall be considered in the seismic design of a bridge. The first level corresponds to an earthquake with high probability of occurrence during the bridge service life (called “ Level 1 Earthquake Ground Motion” hereafter), and the second level corresponds to an earthquake with less probability of occurrence during the bridge service life but strong enough to cause critical damage (called “Level 2 Earthquake Ground Motion”). For the Level 2 Earthquake Ground Motion, two types of earthquake ground motion shall be taken into account, namely, Type I of an interplate earthquake with a large magnitude and Type II of an inland near-field type earthquake. (2) Depending on the importance factors such as road class, bridge functions and structural characteristics, bridges shall be classified into two groups: bridges of standard importance (Class A), and bridges of high importance (Class B). The definitions of the importance classification are specified in Section 2.3. (3) Seismic performances of bridges shall have the following three levels, in view of the seismic behavior of bridges: 1) Seismic Performance Level 1 Performance level of a bridge keeping its sound functions during an earthquake. 2) Seismic Performance Level 2 Performance level of a bridge sustaining limited damages during an earthquake and capable of recovery within a short period. 4
Page 1 and 2: DESIGN SPECIFICATIONS FOR HIGHWAY B
Page 3 and 4: 6.3 Verification of Seismic Perform
Page 5 and 6: 12.6 Design of Members of Pier Foun
Page 7: construction site, and is normally
Page 11 and 12: Chapter 3 Loads to be considered in
Page 13 and 14: Table 4.2.1 Standard Acceleration R
Page 15 and 16: 4.4 Modification Factor for Zones M
Page 17 and 18: Chapter 5 Verification of Seismic P
Page 19 and 20: Chapter 6 Verification Methods of S
Page 21 and 22: T 2.01 ・・・・・・・・
Page 23 and 24: 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 and 80:
14.3 Reinforced Concrete Superstruc
Page 81 and 82:
Girder Girder Girder Pier Fig. 14.4
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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