Part 1 基于横观各向同性的沥青路面设计理论及应用 栗振锋

第1章 绪论

1.1 问题的提出

1.2 现阶段的研究

1.3 Part 1研究概述

第2章 现行柔性路面设计理论及方法

2.1 路面设计理论

2.2 路面结构分析和计算程序

2.3 我国柔性路面设计理论

2.4 我国柔性路面设计新指标的构建和讨论

第3章 计算理论及方法

3.1 弹性力学的基本方程

3.2 状态空间的基本理论

第4章 轴对称横观各向同性层状弹性体系半空间问题

4.1 状态方程的推导

4.2 状态方程解的讨论

4.3 状态转移矩阵的求解

4.4 多层弹性体系的解法探讨

4.5 可蜕化为各向同性体的解

4.6 小结

第5章 轴对称横观各向同性半无限体表面位移的解及影响因素分析

5.1 轴对称横观各向同性半无限体表面位移的求解

5.2 可蜕化为轴对称各向同性半无限体表面位移的解

5.3 与已有解的对比

5.4 影响因素的分析

5.5 小结

第6章 轴对称横观各向同性半无限体的通解及应用

6.1 轴对称横观各向同性半空间体一般解的Hankel变换式

6.2 轴对称横观各向同性半空间体一般解

6.3 可化简为任意轴对称荷载作用下的“布辛尼斯克解”

6.4 半无限体表面位移的显式

6.5 半无限体理论的应用——弯沉盆分析

第7章 基于横观各向同性的多层体系计算理论及ANISOLAYER程序编制

7.1 轴对称横观各向同性多层体系初始值解的研究

7.2 轴对称横观各向同性多层体系的理论解

7.3 程序ANISOLAYER编制及与已有解的对比

7.4 小结

第8章 基于横观各向同性的我国半刚性路面结构分析

8.1 路面材料横观各向同性的研究

8.2 半刚性路面路表弯沉分析

8.3 半刚性路面结构分析

第9章 基于横观各向同性的碎石基层路面结构分析

9.1 问题的提出

9.3 粒状类材料横观各向同性参数的影响因素分析

9.2 路面材料特性的主要测试仪器

9.4 碎石类基层路表弯沉分析

9.5 碎石类基层路面结构分析

第10章 考虑土基横观各向同性特性的半刚性路面结构设计

10.1 路面模型

10.2 轴载换算

10.3 设计指标

10.4 考虑土基横观各向同性特性的路面厚度设计诺谟图

10.5 考虑土基横观各向同性特性的ANISOLAYER程序设计

10.7 小结

10.6 山西省大运二级路弯沉调查及理论方法验证

第11章 考虑土基和碎石基层横观各向同性特性的路面结构设计

11.1 路面模型

11.2 设计指标

11.3 考虑土基和碎石基层横观各向同性特性的路面厚度设计诺谟图

11.4 考虑土基和碎石基层横观各向同性特性的ANISOLAYER程序设计

11.5 小结

12.1 主要结论

第12章 主要结论和建议

12.2 进一步研究的建议

参考文献

Part 2 Laboratory and Field Validations of the Cross-Anisotropic Behavior of Unbound Aggregate Bases Erol TutumluerINTRODUCTION

SUMMARY OF RESEARCH EFFORTS IN STRUCTURAL CHARACTERIZATION OF UABS

ORGANIZATION

LABORATORY DETERMINATION OF ANISOTROPIC AGGREGATE MODULI

PREVIOUS LABORATORY STUDIES ON CROSS-ANISOTROPY

UNIVERSITY OF ILLINOIS FASTCELL(UI-FC)-DESCRIPTION AND CAPABILITIES

Material Selection and Properties

MATERIALS TESTED

LIST OF FIGURES

Figure 1 University of Illinois FastCell(UI-FC)advanced triaxial testing device

LIST OF TABLES

Figure 2 Gradation curves for the four aggregates tested

Table 1 Compaction properties of the four aggregates tested

Sample Preparation

RESILIENT MODULUS TESTING

Table 2 Test procedures and stress states applied on aggregate samples

INTERPRETATION OF TEST RESULTS

Resilient Moduli from UI-FC Triaxial Testing

Validation of Testing Approach

Figure 3 Variation of vertical and horizontal moduli with deviator stress for an isotropic synthetic specimen

Anisotropy of Aggregate Moduli

Figure 4 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for CA-6

Figure 5 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for CA-11

Figure 6 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for CL-3sp

Effects of Different Procedures on Anisotropic Moduli

Figure 7 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for pea gravel

SUMMARY OF LABORATORY FINDINGS ON ANISOTROPY

GT-PAVE FINITE ELEMENT PROGRAM

FIELD VALIDATIONS WITH FULL-SCALE PAVEMENT TEST SECTIONS

Figure 8 Resilient modulus search technique using secant stiffnesses for the stress hardening granular material behavior

Nonlinear Solution Technique

GEORGIA TECH FULL-SCALE PAVEMENT TEST STUDY

Table 3 The geometry and performance summary of GA tech pavement test sections(after Barksdale and Todres,1983)

Table 4 Aggregate gradations and material properties used in flexible pavement test sections

Test Section Construction

Performance of the Test Sections

Table 5 Detailed summary of resilient test section response

LABORATORY EVALUATION OF NORCROSS CRUSHED STONE AT THE UNIVERSITY OF ILLINOIS

Material Properties

Figure 9 Gradation curves for norcross crushed stone and other GA tech base materials

Table 6 Modified proctor(AASHTO T-180)properties of GA tech base course aggregates

Table 7 Achieved dry densities and moisture contents for all modulus test samples

Resilient Modulus Testing

Table 8 Model parameters for vertical moduli:ICAR protocol and AASHTO T294-94 or the new AASHTO T307-99 stress state tests

Figure 10 Variations of vertical moduli with deviator stresses from AASHTO T294-94 or the new AASHTO T307-99 stress state tests

Figure 12 Typical cross sections of GA tech pavement test sections

MODELING OF GA TECH PAVEMENT TEST SECTIONS

Figure 11 K-θ Models showing variation of vertical moduli with bulk stresses

Material Properties Assigned In the Early Work by Tutumluer(1995)

Table 9 Material properties and model parameters used in modeling pavement test section response(after Tutumluer,1995)

Table 10 Comparison of predicted and measured response variables(after Tutumluer,1995)

Test Section Resilient Response Predictions by Tutumluer(1995)

Table 11 Linear elastic base properties used in modeling pavement test section response

Test Section Response Predictions From Linear Elastic Analyses

Table 12 Comparison of predicted and measured response variables for conventional pavement sections-linear elastic analyses

Table 13 Comparison of predicted and measured response variables for inverted pavement sections-linear elastic analyses

Test Section Response Predictions From Nonlinear Isotropic Analyses

Table 14 Isotropic model parameters used in modeling pavement test section response

Table 16 Comparison of predicted and measured response variables for inverted pavement sections-nonlinear isotropic

Table 15 Comparison of predicted and measured response variables for conventional pavement sections-nonlinear isotropic

Test Section Response Predictions From Nonlinear Anisotropic Analyses

Table 17 Anisotropic model parameters used in modeling pavement test section response

Figure 13 Variation of constant ratios in horizontal and shear stiffness ratio models(after Tutumluer and Thompson,1998)

Figure 15 Variation of stress exponents in the shear stiffness ratio model(after Tutumluer and Thompson,1998)

Figure 14 Variation of stress exponents in the horizontal stiffness ratio model(after Tutumluer and Thompson,1998)

Table 18 Comparison of predicted and measured response variables for conventional pavement sections-nonlinear anisotropic

Table 19 Comparison of predicted and measured response variables for inverted pavement sections-nonlinear anisotropic

Figure 16 Vertical modulus distribution within the base predicted by Texas-3 model

Stress States from Anisotropic Modeling

Figure 17 Modular ratio(M？/M？)distribution within the base predicted by Texas-3 model

Figure 18 Vertical modulus distribution within the base predicted by AASHTO T294-94 model

Figure 19 Distribution of centerline radial stresses within the base predicted by different analyses

SUMMARY AND CONCLUSIONS

LABORATORY DETERMINATION OF ANISOTROPIC AGGREGATE MODULI

FIELD VALIDATIONS WITH FULL-SCALE PAVEMENT TEST SECTIONS

RESEARCH NEEDS FOR IMPLEMENTATION

REFERENCES