DISPLACEMENT-BASED SEISMIC DESIGN

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Bridge Under Longitudinal Response: Elastic Strength Distribution Force-Based Design: Column Stiffness Force-Based Design: Column Moments: K = C EI i M = C V h = Bi h 3 1 i. eff / i C C EI h 2 2 i i 1 2 i. eff / i Short columns need highest long.rebar: stiffness increases: higher moment! 12
BRIDGE WITH UNEQUAL COLUMN HEIGHTS • Shortest piers are stiffest. Shear is in proportion to 1/h 3 . Therefore moments (and, approximately reinforcement ratio) are in proportion to 1/h 2 . Increasing the reinforcement ratio of the short piers relative to the long piers increases the relative stiffness of the short piers, attracting still higher shear in elastic response. • Allocating high shear to the short column increases its susceptibility to shear failure. • Displacement capacity of the short pier is DECREASED by increasing its reinforcement ratio • It doesn’t make sense to have a higher reinforcement ratio for the shorter columns than the longest columns (and in practice, they would probably have the same reinforcement ratio, for simplicity of construction) 13
Page 1 and 2: ISRAELI STRUCTURAL ENGINEERING CONF
Page 3 and 4: WITHIN A PERFORMANCE-BASED ENVIRONM
Page 5 and 6: Concrete Bridge under Longitudinal
Page 7 and 8: STIFFNESS OF CONCRETE ELEMENTS: Sti
Page 9 and 10: Dimensionless Moment (M N /f'cD 3 )
Page 11: INTERDEPENDENCY OF STRENGTH AND STI
Page 15 and 16: CONCRETE FRAME DRIFT EQUATION θ y
Page 17 and 18: DIMENSIONLESS YIELD CURVATURES AND
Page 19 and 20: FRAME DUCTILITY LIMITS NOTE: CODES
Page 21 and 22: FORMULATION OF THE DIRECT DISPLACEM
Page 23 and 24: COMPARISON OF ELASTIC FORCE AND DIS
Page 25 and 26: Damping (%) 0.25 0.2 0.15 0.1 0.05
Page 27 and 28: ELEMENTS OF DDBD: Multi-storey Buil
Page 29 and 30: F F y βF y BASIC HYSTERESIS RULES
Page 31 and 32: 4 GENERAL FORM OF ELASTIC 5% DISPLA
Page 33 and 34: DESIGN DISPLACEMENT SPECTRA (4) •
Page 35 and 36: Spectral Displacement (mm) 2000 160
Page 37 and 38: INFLUENCE OF DAMPING AND DUCTILITY
Page 39 and 40: SCOPE OF RESEARCH AND BOOK The rese
Page 41 and 42: CHAPTER 5 FRAME BUILDINGS Considers
Page 43 and 44: CHAPTER 7 DUAL WALL/FRAME BUILDINGS
Page 45 and 46: Chapter 9: DUCTILE TIMBER STRUCTURE
Page 47 and 48: Isolator Isolated rigid structure B
Page 49 and 50: INELASTIC FORCE-DISPLACEMENT RESPON
Page 51 and 52: MDOF PLASTIC MECHANISMS 5 4 3 2 1 H
Page 53 and 54: DIRECT DISPLACEMEMENT-BASED DESIGN
Page 55 and 56: CRITICAL DISPLACEMENTS •Frames: n
Page 57 and 58: CANTILEVER WALL DESIGN PROFILES: If
Page 59 and 60: ELASTIC RESPONSE OF FRAMES The shap
Page 61 and 62: DRIFT-LIMITED DUCTILITY FOR WALLS M
Page 63 and 64:
PLASTIC DISPLACEMENT OF CANTILEVER
Page 65 and 66:
TORSIONAL RESPONSE OF WALL BUILDING
Page 67 and 68:
COUPLING BEAM DRIFTS reinforcement
Page 69 and 70:
STRUCTURAL WALL FAILURE Inadequate
Page 71 and 72:
HIGHER MODE EFFECTS Two effects in
Page 73 and 74:
60 30 40 MMS THA MMS THA MMS THA He
Page 75 and 76:
INFLUENCE OF SEISMIC INTENSITY ON D
Page 77:
CONCLUSIONS DOES DDBD MAKE A DIFFER
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DISPLACEMENT-BASED SEISMIC DESIGN

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