基于横观各向同性的沥青路面设计理论及方法PDF|Epub|txt|kindle电子书版本网盘下载

基于横观各向同性的沥青路面设计理论及方法PDF格式电子书版下载

注意：本站所有压缩包均有解压码： 点击下载压缩包解压工具

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3

第1章 绪论3

1.1 问题的提出3

1.2 现阶段的研究3

1.3 Part 1研究概述4

第2章 现行柔性路面设计理论及方法6

2.1 路面设计理论6

2.2 路面结构分析和计算程序19

2.3 我国柔性路面设计理论21

2.4 我国柔性路面设计新指标的构建和讨论22

第3章 计算理论及方法25

3.1 弹性力学的基本方程25

3.2 状态空间的基本理论32

第4章 轴对称横观各向同性层状弹性体系半空间问题36

4.1 状态方程的推导36

4.2 状态方程解的讨论38

4.3 状态转移矩阵的求解39

4.4 多层弹性体系的解法探讨41

4.5 可蜕化为各向同性体的解41

4.6 小结41

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42

5.1 轴对称横观各向同性半无限体表面位移的求解42

5.2 可蜕化为轴对称各向同性半无限体表面位移的解44

5.3 与已有解的对比44

5.4 影响因素的分析45

5.5 小结48

第6章 轴对称横观各向同性半无限体的通解及应用50

6.1 轴对称横观各向同性半空间体一般解的Hankel变换式50

6.2 轴对称横观各向同性半空间体一般解53

6.3 可化简为任意轴对称荷载作用下的“布辛尼斯克解”55

6.4 半无限体表面位移的显式57

6.5 半无限体理论的应用——弯沉盆分析58

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61

7.1 轴对称横观各向同性多层体系初始值解的研究61

7.2 轴对称横观各向同性多层体系的理论解64

7.3 程序ANISOLAYER编制及与已有解的对比67

7.4 小结73

第8章 基于横观各向同性的我国半刚性路面结构分析75

8.1 路面材料横观各向同性的研究75

8.2 半刚性路面路表弯沉分析76

8.3 半刚性路面结构分析77

第9章 基于横观各向同性的碎石基层路面结构分析81

9.1 问题的提出81

9.3 粒状类材料横观各向同性参数的影响因素分析82

9.2 路面材料特性的主要测试仪器82

9.4 碎石类基层路表弯沉分析83

9.5 碎石类基层路面结构分析84

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89

10.1 路面模型89

10.2 轴载换算89

10.3 设计指标91

10.4 考虑土基横观各向同性特性的路面厚度设计诺谟图94

10.5 考虑土基横观各向同性特性的ANISOLAYER程序设计95

10.7 小结98

10.6 山西省大运二级路弯沉调查及理论方法验证98

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100

11.1 路面模型100

11.2 设计指标100

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100

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101

11.5 小结104

12.1 主要结论105

第12章 主要结论和建议105

12.2 进一步研究的建议106

参考文献107

Part 2 Laboratory and Field Validations of the Cross-Anisotropic Behavior of Unbound Aggregate Bases Erol TutumluerINTRODUCTION111

SUMMARY OF RESEARCH EFFORTS IN STRUCTURAL CHARACTERIZATION OF UABS112

ORGANIZATION115

LABORATORY DETERMINATION OF ANISOTROPIC AGGREGATE MODULI118

PREVIOUS LABORATORY STUDIES ON CROSS-ANISOTROPY119

UNIVERSITY OF ILLINOIS FASTCELL(UI-FC)-DESCRIPTION AND CAPABILITIES120

Material Selection and Properties122

MATERIALS TESTED122

LIST OF FIGURES122

Figure 1 University of Illinois FastCell(UI-FC)advanced triaxial testing device122

LIST OF TABLES123

Figure 2 Gradation curves for the four aggregates tested123

Table 1 Compaction properties of the four aggregates tested123

Sample Preparation124

RESILIENT MODULUS TESTING124

Table 2 Test procedures and stress states applied on aggregate samples125

INTERPRETATION OF TEST RESULTS126

Resilient Moduli from UI-FC Triaxial Testing126

Validation of Testing Approach126

Figure 3 Variation of vertical and horizontal moduli with deviator stress for an isotropic synthetic specimen127

Anisotropy of Aggregate Moduli127

Figure 4 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for CA-6128

Figure 5 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for CA-11129

Figure 6 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for CL-3sp129

Effects of Different Procedures on Anisotropic Moduli129

Figure 7 Variation of vertical and horizontal moduli with deviator stress from two different test procedures for pea gravel130

SUMMARY OF LABORATORY FINDINGS ON ANISOTROPY130

GT-PAVE FINITE ELEMENT PROGRAM132

FIELD VALIDATIONS WITH FULL-SCALE PAVEMENT TEST SECTIONS132

Figure 8 Resilient modulus search technique using secant stiffnesses for the stress hardening granular material behavior134

Nonlinear Solution Technique134

GEORGIA TECH FULL-SCALE PAVEMENT TEST STUDY135

Table 3 The geometry and performance summary of GA tech pavement test sections(after Barksdale and Todres,1983)136

Table 4 Aggregate gradations and material properties used in flexible pavement test sections137

Test Section Construction137

Performance of the Test Sections138

Table 5 Detailed summary of resilient test section response139

LABORATORY EVALUATION OF NORCROSS CRUSHED STONE AT THE UNIVERSITY OF ILLINOIS139

Material Properties139

Figure 9 Gradation curves for norcross crushed stone and other GA tech base materials140

Table 6 Modified proctor(AASHTO T-180)properties of GA tech base course aggregates140

Table 7 Achieved dry densities and moisture contents for all modulus test samples141

Resilient Modulus Testing141

Table 8 Model parameters for vertical moduli:ICAR protocol and AASHTO T294-94 or the new AASHTO T307-99 stress state tests142

Figure 10 Variations of vertical moduli with deviator stresses from AASHTO T294-94 or the new AASHTO T307-99 stress state tests142

Figure 12 Typical cross sections of GA tech pavement test sections143

MODELING OF GA TECH PAVEMENT TEST SECTIONS143

Figure 11 K-θ Models showing variation of vertical moduli with bulk stresses143

Material Properties Assigned In the Early Work by Tutumluer(1995)144

Table 9 Material properties and model parameters used in modeling pavement test section response(after Tutumluer,1995)145

Table 10 Comparison of predicted and measured response variables(after Tutumluer,1995)146

Test Section Resilient Response Predictions by Tutumluer(1995)146

Table 11 Linear elastic base properties used in modeling pavement test section response147

Test Section Response Predictions From Linear Elastic Analyses147

Table 12 Comparison of predicted and measured response variables for conventional pavement sections-linear elastic analyses148

Table 13 Comparison of predicted and measured response variables for inverted pavement sections-linear elastic analyses148

Test Section Response Predictions From Nonlinear Isotropic Analyses149

Table 14 Isotropic model parameters used in modeling pavement test section response149

Table 16 Comparison of predicted and measured response variables for inverted pavement sections-nonlinear isotropic150

Table 15 Comparison of predicted and measured response variables for conventional pavement sections-nonlinear isotropic150

Test Section Response Predictions From Nonlinear Anisotropic Analyses151

Table 17 Anisotropic model parameters used in modeling pavement test section response152

Figure 13 Variation of constant ratios in horizontal and shear stiffness ratio models(after Tutumluer and Thompson,1998)153

Figure 15 Variation of stress exponents in the shear stiffness ratio model(after Tutumluer and Thompson,1998)154

Figure 14 Variation of stress exponents in the horizontal stiffness ratio model(after Tutumluer and Thompson,1998)154

Table 18 Comparison of predicted and measured response variables for conventional pavement sections-nonlinear anisotropic155

Table 19 Comparison of predicted and measured response variables for inverted pavement sections-nonlinear anisotropic156

Figure 16 Vertical modulus distribution within the base predicted by Texas-3 model157

Stress States from Anisotropic Modeling158

Figure 17 Modular ratio(M？/M？)distribution within the base predicted by Texas-3 model158

Figure 18 Vertical modulus distribution within the base predicted by AASHTO T294-94 model158

Figure 19 Distribution of centerline radial stresses within the base predicted by different analyses159

SUMMARY AND CONCLUSIONS161

LABORATORY DETERMINATION OF ANISOTROPIC AGGREGATE MODULI161

FIELD VALIDATIONS WITH FULL-SCALE PAVEMENT TEST SECTIONS162

RESEARCH NEEDS FOR IMPLEMENTATION165

REFERENCES167