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Heavy Duty Pavement Design Dr Wei Liu Senior Engineer Fugro-PMS Ltd, New Zealand
Presentation Overview ,[object Object],[object Object],[object Object]
Introduction ,[object Object]
Introduction ,[object Object],[object Object],[object Object]
Introduction ,[object Object],[object Object]
Introduction ,[object Object],[object Object],[object Object]
Introdcution ,[object Object],[object Object]
Introduction ,[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],Traffic Climatic data Design & material property parameters Pavement response models (  ) Incremental fatigue damage models Transfer functions Performance prediction models (rutting, % cracks, etc….)
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],Definitions of E and   .  D/2  l  l  l  =   l / l  t  =   D/D E =      =   l /  t
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Layer 1 HMA E 1 Layer 3 Subgrade Soil E 3 h 1 h 2 No bottom boundary, assume soil goes on infinitely. No horizontal boundary,  assume layers extend infinitely. Tire has a total load P, spread over a circular area with a radius of a, resulting in a contact pressure of p. Pavement Reactions Deflection (  ) Tensile Strain (  t ) Compressive Strain (  v ) Layered Elastic Model Representation of a Pavement Layer 2 Granular Base E 2
Heavy Duty Pavement Design Method ,[object Object],[object Object],Vertical compressive strain Top of subgrade Vertical compressive strain Top of intermediate layer (base or subbase) Horizontal tensile strain Bottom of HMA layer(s) Deflection (vertical) Pavement surface Response Location
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Heavy Duty Pavement Design Method ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Case Study ,[object Object],[object Object],[object Object]
Case Study ,[object Object],0.4 Compact Soil 3 0.2 6890 300 Soilfix Stabilized Aggrage 2 0.15 3000 200 Porland Cement Concrete 1 Poisson’s Ratio Modulus (MPa) Thickness (mm) Material Layer
Case Study ,[object Object],[object Object],0 0 0 38.49 36.62 36.51 500 0 171.5 3 4 0 0 0 37.04 35.28 35.1 500 0 0 3 3 0 0 0 407 -2660.59 -2207.53 200 0 171.5 1 2 0 0 0 350.19 -2461.34 -1970.76 200 0 0 1 1 XY XZ YZ Z Y X Z Y X Shear Stress (kPa) Normal Stress (kPa) Coordinates (mm) Layer Loc#
Case Study ,[object Object],[object Object],1072.66 0 0 93.01 47.91 45.1 500 0 171.5 3 4 1059.58 0 -7.59 89.52 46.84 42.68 500 0 0 3 3 1081.58 0 0 56.86 -119.53 -93.47 200 0 171.5 1 2 1067.43 0 15.3 50.75 -110.91 -82.7 200 0 0 1 1 Z Y X Z Y X Z Y X Displacement (micrometer) Normal MicroStrain Coordinates (mm) Layer Loc
Case Study ,[object Object],[object Object],[object Object],[object Object],0.01 0.12 Damage Factor 2.41E+08 1.54E+07 Allowed Numbers 1825000 1825000 Applied Numbers Rutting Fatigue  
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Heavy Duty Pavement Design

  • 1. Heavy Duty Pavement Design Dr Wei Liu Senior Engineer Fugro-PMS Ltd, New Zealand
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  • 22. Layer 1 HMA E 1 Layer 3 Subgrade Soil E 3 h 1 h 2 No bottom boundary, assume soil goes on infinitely. No horizontal boundary, assume layers extend infinitely. Tire has a total load P, spread over a circular area with a radius of a, resulting in a contact pressure of p. Pavement Reactions Deflection (  ) Tensile Strain (  t ) Compressive Strain (  v ) Layered Elastic Model Representation of a Pavement Layer 2 Granular Base E 2
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Notes de l'éditeur

  1. Good afternoon, everyone. My name is Wei and I am an engineer from Pavement Management Services, New Zealand. Our company is a world leading technical consultant specialized in pavement management and transportation asset management. We provide a wide range of technical service to our clients including pavement condition testing, evaluation and design, highway asset inventory survey, pavement management system development and transportation asset management system development. Today, I will present you a short presentation on heavy duty pavement design. Hopefully, you can get some useful information from this.