DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES - IISEE

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6.2.4 Seismic Earth Pressure (1) Seismic earth pressure shall be determined with careful consideration of factors such as structural type, soil conditions, level of earthquake ground motions and dynamic behavior of the ground. (2) Seismic earth pressure shall be assumed as a distributed load. The strength of an active earth pressure shall be calculated by Equation (6.2.4) P EA = rxK EA + q’K EA ・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・(6.2.4) where P EA : Active earth pressure strength (kN/m 2 ) during an earthquake at depth x (m) K EA : Coefficient of seismic active earth pressure to be calculated by Equation (6.2.5) 1) Between soil and concrete Sand or gravel: K EA = 0.21 + 0.90kh Sandy soil : K EA = 0.24 + 1.08kh 2) Between soil and soil Sand or gravel: K EA = 0.22 + 0.81kh Sandy soil : K EA = 0.26 + 0.97kh ・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・(6.2.5) kh : Design horizontal seismic coefficient used in seismic earth pressure calculation r : Unit weight of soil (kN/m 3 ) q’ : Surcharge on the ground surface during an earthquake (kN/m 2 ) Here, q’ shall be the surcharge actually acting during an earthquake, excluding vehicular live load. 17
6.2.5 Seismic Hydrodynamic Pressure (1) Hydrodynamic pressure shall be appropriately determined with consideration of factors such as water level, shape and size of the section of a substructure and level of design seismic ground motion. (2) Seismic hydrodynamic pressure acting on a substructure subjected to Level 1 Earthquake Ground Motion can be calculated by the following equations. The seismic hydrodynamic pressure can be assumed to act in the same direction of the inertia force of the superstructure specified in Section 6.3.2. 1) Seismic hydrodynamic pressure acting on a wall structure with water on one side only: Resulting force of seismic hydrodynamic pressure acting on a wall structure with water on one side only and height of the resulting force shall be calculated by Equations (6.2.6) and (6.2.7), respectively. (Refer to Fig. 6.2.1). P 7 12 2 khw0bh ・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・ (6.2.6) 2 h g h ・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・・ (6.2.7) 5 where P : Resultant force of seismic hydrodynamic pressure acting on a structure (kN) kh: Design lateral seismic coefficient for Level 1 Earthquake Ground Motion specified in Section 6.3.3 w0: Unit weight of water (kN/m 3 ) h : Water depth (m) hg: Height from the ground surface to the resultant force of hydrodynamic pressure (m) b : Structural width in the direction perpendicular to the direction of hydrodynamic pressure (m) Ground surface Fig. 6.2.1 Seismic Hydrodynamic Pressure Acting on a Wall Structure 18
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 and 8: construction site, and is normally
Page 9 and 10: Chapter 2 Basic Principles for Seis
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: T 2.01 ・・・・・・・・
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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