LTPP Data Analysis: Influence of Design and Construction Features on the Response and Performance of New Flexible and Rigid Pavements (2005) / Chapter Skim
Currently Skimming:
Pages 61-143
The Chapter Skim interface presents what we've algorithmically identified as the most significant single chunk of text within every page in the chapter.
Select key terms on the right to highlight them within pages of the chapter.
From page 61... ...
50 CHAPTER 3 - AND EXTENT 3.1 INTRODUCTION This chapter presents a summary on the available data and extent of various performance measures for SPS-1, SPS-2 and SPS-8 experiments. For this study DataPave (Release 17, January 2004)
|
From page 62... ...
51 Measures of pavement performance are those that cumulate with time (e.g., alligator cracking in flexible pavements)
|
From page 63... ...
52 Table 3-1 Categorized list of variables for flexible pavements (SPS-1 and SPS-8) Factor Factors Environmental Factors No.
|
From page 64... ...
53 Table 3-2 Categorized list of variables for rigid pavements (SPS-2 and SPS-8) Factor Factors Environmental Factors No.
|
From page 65... ...
54 The data used in this study are "Level E" data from the NIMS database (Release 17.0) for SPS-1, SPS-2 and SPS-8 experiments.
|
From page 66... ...
55 Figure 3-1 Data Extraction Process Flow Chart Select the states, experiment type (SPS-1, SPS-2 or SPS-8) Database Exploration and Extraction module Data Type?
|
From page 67... ...
56 The construction reports were reviewed for the purpose of obtaining additional detailed information on construction and design features. They also include problems encountered during construction of the SPS pavement sections.
|
From page 68... ...
57 Table 3-3 Summary of SPS-1 data elements availability Data Category Data Type Data Availability, % Site Information Construction Reports Climatic data Virtual Weather Station Annual Temperature Annual Precipitation Automatic Weather Station Monthly Temperature Monthly Precipitation Traffic data Traffic Open date Estimated ESALs Monitored ESALs Axle Load Spectrum 94 100 100 83 83 100 50 61 72 Material Data Asphalt Layer Core Examination Bulk Specific Gravity Max Specific Gravity Asphalt Content Asphalt Resilient Modulus Penetration Viscosity Asphalt Specific Gravity Aggregate Gradation Fine Aggregate Particle Shape Layer Thickness Unbound Base Gradation Subgrade Subgrade Gradation Atterberg Limits Subgrade Modulus 99 89 42 56 15 49 48 47 56 26 100 20 44 56 51 Pavement Structure Layer details Type Representative thicknesses Constructed thicknesses Shoulder information Type Width Thickness 100 100 94 86 86 86 Monitoring*
|
From page 69... ...
58 3.3.1 General Site Information This section of the report presents the summary of the site identification and location, construction report availability and important dates associated with each of the SPS-1 projects. Also the details of other factors such as climate and traffic, which pertain to a particular site in the SPS-1 experiment, will be discussed in this section.
|
From page 70... ...
59 Traffic Data Heavy truck traffic plays a vital role in determining the level of performance in flexible pavements. The traffic data in terms of ESALs per year was obtained from different sources.
|
From page 71... ...
60 Traffic opening date is the date on which a newly constructed project was opened to traffic. This data is available in the database for all sites.
|
From page 72... ...
61 Table 3-4 KESAL per year for SPS-1 Experiment KESALs per year LTPP Other Sources Summary Statistics State Code Monitored Estimated Axle Spectrum Const. Reports FHWARD-01166 NCHRP499 Mean Median Std CoV Proposed Confidence Level Remarks Alabama, AL 1 - - - 237 237 - 237 237 - - 237 Low Taken from Construction Report Arizona, AZ 4 236 277 160 185 185 250 214 211 52 24% 214 High Mean value of first four columns Arkansas, AR 5 332 959*
|
From page 73... ...
62 3.3.2 Material Data The data pertaining to various material related properties of various pavement layers in the construction of each pavement section have been categorized in material data. The data used in this research mainly include the material properties of the subgrade soil (passing #200 sieve and Atterberg Limits)
|
From page 74... ...
63 • During the FWD testing, high deflections were measured in the base in some areas. • There was also segregation in the mix; these problems were "corrected" with adjustments in construction methods.
|
From page 75... ...
64 Table 3-5 Intended SPS-1 site factorial [1] Wet Dry Subgrade Type Freeze Non-Freeze Freeze Non-Freeze Total IA, OH AL KS NM Fine VA, MI LA NE OK 10 DE FL NV TX Coarse WI AR MT AZ 8 Total 6 4 4 4 18 0 200 400 600 800 1000 1200 Avg.
|
From page 76... ...
65 Table 3-6 SPS-1 site factorial -- From DataPave 3.0 Weta Dryb Subgrade Type Freezec Non-Freezed Freeze Non-Freeze Total IA (19)
|
From page 77... ...
66 Design Factors The design or structural features which are considered to be the main experimental factors in the SPS-1 experiment are: • AC Thickness (4 versus 7 inches) • Base Thickness (8, 12 and 16 inches)
|
From page 78... ...
67 Base Thickness: The SPS-1 experiment has three levels of base thickness -- 8-inch (203 mm) , 12-inch (305 mm)
|
From page 79... ...
68 Table 3-7 Summary of comparison between target and as-constructed layer thickness Comparison with allowable deviation Pavement Layer / Target thickness Count Mean (inches)
|
From page 80... ...
69 State A C T hi ck ne ss ( in ch es )
|
From page 82... ...
71 3.3.4 Extent and Occurrence of Distresses This section of the report presents the availability of the pavement performance data for all SPS-1 sites. The availability of the performance data will be discussed in terms of extent and occurrence of a particular performance measure.
|
From page 83... ...
72 40% 45% 50% 55% 60% 65% 70% 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors P e r c e n t o f s e c t i o n s c r a c k e d (a) Extent of occurrence of fatigue cracking by design factors 40% 50% 60% 70% 80% 90% 100% WF WNF DF DNF F C Site Factors P e r c e n t o f s e c t i o n s c r a c k e d (b)
|
From page 84... ...
73 0 10 20 30 40 50 60 70 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e f a t i g u e c r a c k i n g , s q m (a) Average fatigue cracking by design factors 0 10 20 30 40 50 60 70 80 WF WNF DF DNF F C Site Factors A v e r a g e f a t i g u e c r a c k i n g , s q m (b)
|
From page 85... ...
74 State Fa ti gu e C ra ck in g (s qm ) 555148403935323130262220191210541 350 300 250 200 150 100 50 0 116 114 120 113 113 1072 102 107 102 119 116 Figure 3-9 Fatigue cracking by site -- SPS-1 experiment
|
From page 86... ...
75 Longitudinal Cracking-WP Figure 3-10 shows the occurrence of longitudinal cracking-WP in all SPS-1 sections by design and site factors. Based on the latest available data (Release 17.0)
|
From page 87... ...
76 30% 35% 40% 45% 50% 55% 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors P e r c e n t o f s e c t i o n s c r a c k e d (a) Extent of occurrence of LC-WP cracking by design factors 30% 40% 50% 60% 70% 80% 90% WF WNF DF DNF F C Site Factors P e r c e n t o f s e c t i o n s c r a c k e d (b)
|
From page 88... ...
77 0 10 20 30 40 50 60 70 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e L C W P , m (a) Average LC-WP by design factors 0 10 20 30 40 50 60 70 80 90 WF WNF DF DNF F C Site Factors A v e r a g e L C W P , m (b)
|
From page 89... ...
78 50% 55% 60% 65% 70% 75% 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors P e r c e n t o f s e c t i o n s c r a c k e d (a) Extent of occurrence of LC-NWP cracking by design factors 50% 60% 70% 80% 90% 100% WF WNF DF DNF F C Site Factors P e r c e n t o f s e c t i o n s c r a c k e d (b)
|
From page 90... ...
79 1 21 41 61 81 101 121 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e L C N W P , m (a) Average LC-NWP by design factors 0 20 40 60 80 100 120 140 160 180 WF WNF DF DNF F C Site Factors A v e r a g e L C N W P , m (b)
|
From page 91... ...
80 25% 30% 35% 40% 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors P e r c e n t o f s e c t i o n s c r a c k e d (a) Extent of occurrence of transverse cracking by design factors 0% 10% 20% 30% 40% 50% 60% 70% 80% WF WNF DF DNF F C Site Factors P e r c e n t o f s e c t i o n s c r a c k e d (b)
|
From page 92... ...
81 0 2 4 6 8 10 12 14 16 18 20 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e t r a n s v e r s e c r a c k i n g , m (a) Average transverse cracking by design factors 0 5 10 15 20 25 WF WNF DF DNF F C Site Factors A v e r a g e t r a n s v e r s e c r a c k i n g , m (b)
|
From page 93... ...
82 Rut Depth Figure 3-19 shows the extent of rut depth in all SPS-1 sections by design and site factors. Based on the latest available data (Release 17.0)
|
From page 94... ...
83 6 7 8 9 10 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e R u t D e p t h ( m m )
|
From page 95... ...
84 State R u t D e p t h ( m m ) 555148403935323130262220191210541 30 25 20 15 10 5 0 113 115 117 102 119 115 112 102 Figure 3-20 Rut depth by site -- SPS-1 experiment 0 10 20 30 40 50 60 70 80 90 -3 3-5 5-7 7-9 9-11 Age (years)
|
From page 96... ...
85 0.0 0.1 0.2 0.3 0.4 0.5 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e I R I ( m / k m )
|
From page 97... ...
86 0.5 0.6 0.7 0.8 0.9 1.0 4 7 DG AB AT B AT B/ DG AB 8 12 16 ND D Design Factors A v e r a g e I R I o ( m / k m )
|
From page 98... ...
87 State C h a n g e i n I R I ( m / k m )
|
From page 99... ...
88 3.3.5 Dynamic Load Response Data (DLR) -- Flexible Pavements This section of the report summarizes the data availability for the instrumented flexible pavement sections in OH (39)
|
From page 100... ...
89 Table 3-8 Controlled vehicle parameters Dynamic Parameters Test Dates Test Series Truck No. Passes Section Monitored Load Speed No.
|
From page 101... ...
90 It was also observed that not all the runs conducted during each test series for a specific date and sections are available in the strain data (see Appendix A3)
|
From page 102... ...
91 3.4 DATA AVAILABILITY IN SPS-2 EXPERIMENT This section of the report is a discussion on data availability for the SPS-2 experiment. DataPave (Release 17, January 2004)
|
From page 103... ...
92 experiment. A summary of construction issues at each of the 14 sites can be found in Appendix B1.
|
From page 104... ...
93 Table 3-13 Summary of Traffic data availability KESALs per year State ID Monitored Construction reports Estimated Axle Distribution NCHRP Report 499 Proposed Arizona, AZ (4) 1054 - 1200 1021 1220 1092 Arkansas, AR (5)
|
From page 105... ...
94 Traffic opening date is the date on which traffic was allowed to pass over the newly constructed test sections. This data is available in the database for all the sites.
|
From page 106... ...
95 summary of data availability for PCC mechanical properties (except for flexural strength) from DataPave Release 17.
|
From page 107... ...
96 Table 3-14 Summary of data availability (percent of sections) for PCC properties Compressive Strength Tensile Strength Site ID Core Fresh Core Fresh Elastic Modulus 4 83 50 92 50 92 5 0 0 0 0 25 6 25 50 50 0 100 8 92 100 92 100 100 10 50 50 67 25 42 19 83 50 100 50 100 20 0 92 0 83 0 26 42 42 42 42 50 32 92 50 92 50 92 37 0 50 75 0 100 38 25 0 25 0 100 39 92 50 75 42 83 53 92 58 100 58 100 55 0 0 0 0 100 Table 3-15 Summary of availability (percent of sections)
|
From page 108... ...
97 Table 3-16 CTE data obtained from FHWA Site ID Aggregate Type SHRP ID CTE, in/in/oC 5 - 0215 10.2 5 - 0220 11.3 10 Diorite 0205 11.6 10 Diorite 0208 9.2 10 Diorite 0211 9.5 19 Limestone 0224 9.6 20 Limestone 0207 10 20 Limestone 0208 10.65 32 - 0203 10.9 32 - 0208 13.9 32 - 0209 11.1 37 Granite 0203 8.9 37 Granite 0204 11.9 39 Limestone 0204 10.2 55 - 0222 8.8 55 - 0223 9.8 8 8.5 9 9.5 10 10.5 11 11.5 12 Diorite Limestone Granite Aggregate type C TE , i n/ in /C x 1 0e -6 Figure 3-26 CTE of PCC with different aggregate types
|
From page 109... ...
98 3.4.3 Pavement Structure data All data that relates to the structure (cross-section) of the pavement sections have been categorized in this section of the report.
|
From page 110... ...
99 Table 3-17 Summary of data availability for SPS-2 experiment Data category Data type Data Availability, % of sections Site information Construction reports Climatic data Virtual Weather Station Annual Temperature Annual Precipitation Automated Weather Station Monthly Temperature Monthly precipitation Traffic data* Traffic Open date Monitored Estimated Axle Distribution data 100 93 93 93 93 100 65 71 78 Materials data Subgrade Sieve analysis Classification Backcalculated moduli Lean Concrete Base Compressive Strength Portland Cement Concrete PCC mix data 14-day Flexural Strength Compressive Strength Split tensile Strength Static modulus of Elasticity CTE + Unit weight 53 100 0 96 100 52 92 91 78 0 63 Pavement structure Layer details Type Representative thickness Dowel bar details Diameter Length Spacing Shoulder information Type Width Thickness 100 100 98 98 98 93 93 93 Monitoring*
|
From page 111... ...
100 A detailed discussion on data availability for each site can be found in Appendix B1. 3.4.5 Design versus Actual Construction Review A brief discussion on construction guidelines was presented in Chapter 2.
|
From page 112... ...
101 Each of the above features will be reviewed individually to identify deviations, if any, from the guidelines. Site Factors Subgrade type: In AR (5)
|
From page 113... ...
102 discussed below. Table 3-18 is a summary of as-designed versus as-constructed comparison for PCC layer and the base layers.
|
From page 114... ...
103 0 5 10 15 20 25 30 35 40 45 50 <273 273-285 285-300 300-315 Thickness range, in.
|
From page 115... ...
104 PCC Flexural Strength: At each site, 6 sections have a target 14-day flexural strength of 3.8 MPa and the other 6 sections have target 14-day flexural strength of 6.2 MPa. Comparisons between the actual flexural strengths and target 14-day strength were made.
|
From page 118... ...
107 3.4.6 Extent and Occurrence of Distresses This section of the report is a discussion on the extent of selected distresses that have occurred in the test sections of the experiment. The pavement performance measures considered include, a.
|
From page 119... ...
108 0 20 40 60 80 100 120 0 0-25 25-50 50-100 Percent slabs cracked N u m b e r o f s e c t i o n s Figure 3-37 Frequency distribution of percent slab cracked 73% 18% 8%1% 0 0-25 25-50 50-100 Figure 3-38 Distribution of transverse cracking by percent slabs cracked 0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50% DF DNF WF WNF C F Site factor levels P e r c e n t o f s e c t i o n s c r a c k e d Figure 3-39 Occurrence of transverse cracking by site factor 0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50% D G A B L C B P A T B 8 1 1 D N D 5 5 0 9 0 0 1 2 1 4 Design factor levels P e r c e n t o f s e c t i o n s c r a c k e d Figure 3-40 Occurrence of transverse cracking by design factor
|
From page 120... ...
109 4 5 6 8 10 19 20 26 32 37 38 39 53 55 State ID 0 50 100 150 200 250 N um be r o f t ra ns ve rs e cr ac ks 0213 0205 0205 02060205 0218 0222 0218 0218 0217 0202 0201 0217 0218 0217 0201 0205 Figure 3-41 Site-wise occurrence of transverse cracking for SPS-2 test sections Longitudinal Cracking The extent of occurrence of longitudinal cracking is shown in Figure 3-45 and Figure 3-46. As per the latest data from Release 17, 28% of sections exhibited longitudinal cracking.
|
From page 121... ...
110 4 5 6 8 10 19 20 26 32 37 38 39 53 55 State ID 0 20 40 60 80 100 N um be r of L on gi tu di na l c ra ck s 0206 0206 02060209 0218 0213 0217 0213 0217 0205 0208 0201 0217 0218 0217 0218 0205 Figure 3-42 Site-wise occurrence of longitudinal cracking in SPS-2 test sections Wheel path Joint faulting The site-wise occurrence of faulting in the test sections is shown as box plots in Figure 3-43. It is evident from the plot that less than 5 joints per section have faulting greater than 1.0 mm, in a vast majority of the sections.
|
From page 122... ...
111 4 5 6 8 10 19 20 26 32 37 38 39 53 55 State ID 0 10 20 30 40 N o.
|
From page 123... ...
112 0 20 40 60 80 100 120 0-25 25-50 >50 Total length of longitudinal cracking N u m b e r o f s e c t i o n s Figure 3-45 Distribution of longitudinal cracking 73% 22%5% 0-25 25-50 >50 Figure 3-46 Distribution of longitudinal cracking 0% 5% 10% 15% 20% 25% 30% 35% 40% 45% DF DNF WF WNF C F Site factor levels P e r c e n t o f s e c t i o n s c r a c k e d Figure 3-47 Extent of longitudinal cracking by site factors 0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50% D G A B L C B P A T B 8 1 1 D N D 5 5 0 9 0 0 1 2 1 4 Design factor levels P e r c e n t o f s e c t i o n s c r a c k e d Figure 3-48 Extent of longitudinal cracking by design factors
|
From page 124... ...
113 0 20 40 60 80 100 120 0 20 40 60 80 100 Percent of joints faulted >=2.0 mm N u m b e r o f s e c t i o n s Figure 3-49 Distribution of percent joints faulted >=2.0 mm 0% 1% 2% 3% 4% 5% 6% 7% 8% 9% 10% DF DNF WF WNF C F Site factor levels P e r c e n t o f j o i n t s Figure 3-50 Extent of faulting >=2.0 mm in site factors 62% 33% 1%4% 0 0-20 20-40 >40 Figure 3-51 Percent of joints that faulted >= 2.0 mm 0% 1% 2% 3% 4% 5% 6% 7% 8% 9% 10% D G A B L C B P A T B 8 1 1 D N D 5 5 0 9 0 0 Design factor levels P e r c e n t o f j o i n t s Figure 3-52 Extent of faulting >=2.0 mm in design factors
|
From page 125... ...
114 0 10 20 30 40 50 60 70 80 90 <1 1-1.5 1.5-2 2-2.5 >2.5 Roughness, m/ km N u m b e r o f s e c t i o n s Figure 3-53 Distribution of roughness, m/ km 6% 50% 38% 3%3% <1 1-1.5 1.5-2 2-2.5 >2.5 Figure 3-54 Distribution of roughness, IRI/ km 1.25 1.35 1.45 1.55 1.65 1.75 DF DNF WF WNF C F Site factor levels A v e r a g e r o u g h n e s s , m / k m Figure 3-55 Extent of roughness in site factors 1.25 1.35 1.45 1.55 1.65 1.75 D G A B L C B P A T B 8 1 1 D N D 5 5 0 9 0 0 1 2 1 4 Design factor levels A v e r a g e r o u g h n e s s , m / k m Figure 3-56 Extent of roughness in design factors
|
From page 126... ...
115 3.4.7 Dynamic Load Response Data (DLR) -- Rigid Pavements This section of the report summarizes the extent of data available in Release 17 for the DLR experiment.
|
From page 127... ...
116 3.5 DATA AVAILABILITY IN SPS-8 EXPERIMENT – FLEXIBLE PAVEMENTS This section of the report summarizes the data availability for flexible pavement sections in the SPS-8 experiment. The availability of all relevant data elements is summarized in Table 3-19.
|
From page 128... ...
117 Table 3-19 Summary of SPS-8 data element availability –Flexible pavements Data Category Data Type Data Availability, % Site Information Construction Reports Climatic data Virtual Weather Station Annual Temperature Annual Precipitation Automatic Weather Station Monthly Temperature Monthly Precipitation Traffic data Traffic Open date Estimated ESALs Monitored ESALs Axle Load Spectrum 93 93 93 47 47 93 60 33 33 Material Data Asphalt Layer Core Examination Bulk Specific Gravity Max Specific Gravity Asphalt Content Asphalt Resilient Modulus Penetration Viscosity Asphalt Specific Gravity Aggregate Gradation Fine Aggregate Particle Shape Layer Thickness Unbound Base Gradation Subgrade Subgrade Gradation Atterberg Limits Subgrade Modulus 80 75 78 78 19 69 65 69 81 21 100 78 78 84 44 Pavement Structure Layer details Type Representative thicknesses Constructed thicknesses Shoulder information Type Width Thickness 100 100 100 93 93 93 Monitoring*
|
From page 129... ...
118 Climatic Data As explained before for the SPS-1 experiment, the average annual rainfall and average annual freezing index were used to classify each site into four climatic regions. The classification definitions for each zone were taken from the LTPP DataPave.
|
From page 130... ...
119 Table 3-20 Summary of Environmental data of the sections in SPS-8 State Climatic Zone AATP1 (mm) AIPD2 (days)
|
From page 131... ...
120 Table 3-21 Subgrade soil properties for SPS-8 flexible pavements State SHRP ID -# 200 HYDRO_02 HYDRO_002 HYDRO_001 COARSE_SAND FINE_SAND SILT CLAY COLLOIDS LL PL PI Expansive SG Zone Frost 5 0803 77 34 16 - 0 24 60 16 - 29 17 12 N F WNF Y 5 0804 58 34 18 - 3 30 40 18 - 34 15 10 N F WNF Y 6 A805 11 5 2 - 28 61 9 2 - - - 0 N C DNF N 6 A806 14 5 2 - 29 57 12 2 - - - 0 N C DNF N 29 0801 63 49 25 22 0 10 38 25 22 44 19 26 Y F WF Y 29 0802 59 57 43 37 2 6 22 43 37 68 26 42 Y F WF Y 29 A801 92 77 41 38 2 2 36 41 38 57 22 35 Y F WF Y 29 A802 87 70 36 30 3 3 35 36 30 58 19 40 Y F WF Y 30 0805 9 6 2 66 11 6 2 - - - 0 N C DF N 30 0806 8 6 2 - 14 11 6 2 - - - 0 N C DF N 34 0801 8 3 1 - 16 67 7 1 - - - - N C WF N 34 0802 7 4 1 - 19 67 7 1 - - - - N C WF N 36 0801 27 13 7 7 5 54 21 7 7 8 5 2 N C WF N 36 0802 6 6 4 - 32 57 3 4 - 0 0 0 N C WF N 37 0801 8 7 2 - 6 84 8 2 - - - 0 N C WNF N 37 0802 12 8 4 - 12 76 8 4 - - - 0 N C WNF N 39 0804 71 55 28 - 8 15 43 28 - 30 17 13 N F WF Y 46 0803 27 16 12 1 64 20 4 12 36 19 17 N F DF Y 46 0804 35 30 19 10 26 28 35 4 17 39 18 21 Y F DF Y 48 0801 54 17 10 7 23 38 40 10 - 16 9 7 N F WNF N 48 0802 51 23 12 - 7 39 33 12 - 29 23 6 N F WNF N 49 0803 35 19 10 - 9 15 22 10 - 29 15 14 N C DF N 49 0804 34 21 10 - 7 12 23 10 - 37 18 19 Y C DF N 53 0801 61 29 9 - 8 8 53 9 - 31 25 6 N F WF N 53 0802 42 21 5 - 8 7 37 5 - - - 0 N C WF N 55 0805 12 7 3 - 20 28 8 3 - - - 0 N C WF N 55 0806 14 9 4 - 26 29 11 4 - - - 0 N C WF N Note: Colloidal Content >15% & PI>18, for expansive soils this criterion was adopted (source: Holtz (1959)
|
From page 132... ...
121 In addition, two critical aspects of soil behavior were further investigated from the available soil data: expansion of clayey soils in dry zones and frost susceptibility in freeze zones. The active soils were identified by using the following criteria [6]
|
From page 133... ...
122 Design Factors The design or structural features which are considered to be the main experimental factors in SPS-8 flexible pavement experiment include: • AC Thickness [4-inch (102 mm) versus 7-inches (178 mm)
|
From page 134... ...
123 Table 3-22 Construction details of the flexible pavement sections in SPS-8 State SHRP_ID Subgrade Type AC GB GS 1 SS2 TS Target AC Target GB 5 0803 F 3.8 7.3 4 8 5 0804 F 7.2 12.7 7 12 6 A805 C 4.2 8.2 4 8 6 A806 C 6.6 12.2 7 12 28 0805 C 4 9 4 8 28 0806 F 7 12 7 12 29 0801 F 4.9 7.8 4 8 29 0802 F 7.5 11.5 7 12 29 A801 F 4.3 8.3 4 8 29 A802 F 6.9 12.3 7 12 30 0805 C 4.5 7.1 4 8 30 0806 C 6.9 11.8 7 12 34 0801 C 3.5 7.8 4 8 34 0802 C 6.8 11.6 7 12 35 0801 F 4.4 9.7 4 8 35 0802 F 7.3 12.6 7 12 36 0801 C 4.9 8.4 168 4 8 36 0802 C 7.6 10 156 7 12 37 0801 C 4 8.7 4 8 37 0802 C 7 11.5 7 12 39 0803 F 3.9 7.9 36 4 8 39 0804 F 6.6 11.9 30 7 12 46 0803 F 4.8 8 4 8 46 0804 F 7.2 12 7 12 48 0801 F 4 8.5 10 4 8 48 0802 F 5.5 10.7 10 7 12 49 0803 C 4.9 7.8 41.2 4 8 49 0804 C 6.9 12 41.2 7 12 53 0801 F 3.7 8 38.4 4 8 53 0802 C 6.8 11.7 38.4 7 12 55 0805 C 4.4 8 4 8 55 0806 C 7 12 7 12 Note: 1-Granular subbase, 2-SS represents subgrade layer, the thickness in this column is the fill
|
From page 135... ...
124 0 1 2 3 4 5 6 7 8 9 10 508 03 508 04 6A 80 5 6A 80 6 28 -0 80 5 28 -0 80 6 29 -0 80 1 29 -0 80 2 29 -A 80 1 29 -A 80 2 30 -0 80 5 30 -0 80 6 34 -0 80 1 34 -0 80 2 35 -0 80 1 35 -0 80 2 36 -0 80 1 36 -0 80 2 37 -0 80 1 37 -0 80 2 39 -0 80 3 39 -0 80 4 46 -0 80 3 46 -0 80 4 48 -0 80 1 48 -0 80 2 49 -0 80 3 49 -0 80 4 53 -0 80 1 53 -0 80 2 55 -0 80 5 55 -0 80 6 Section ID A ge (y ea rs ) Figure 3-57 Age of the flexible pavements in SPS-8 0 2 4 6 8 10 12 14 <2 2-5 5-7 7-9 >9 Age (years)
|
From page 136... ...
125 31% 69% Alligator Cracking No distress 38% 62% Long. Cracking (WP)
|
From page 137... ...
126 3.6 DATA AVAILABILITY FOR SPS-8 EXPERIMENT– RIGID PAVEMENTS This section of the report describes data availability for rigid pavement sections in the SPS-8 experiment. All the data types are summarized in Table 3-28; these are similar to the ones described for SPS-2 experiment.
|
From page 138... ...
127 Table 3-23 Summary of data availability for SPS-8 experiment –Rigid pavements Data category Data type Data Availability, % of sections Site location information Construction reports Climatic data Virtual Weather Station Annual Temperature Annual Precipitation Automated Weather Station Monthly Temperature Monthly precipitation Traffic data* Traffic Open date Monitored Estimated Axle Distribution 100 0 0 7 7 0 14 14 0 Materials data Subgrade Sieve analysis Atterberg Limits Classification Lean Concrete Base Compressive Strength Portland Cement Concrete PCC mix data Flexural Strength Compressive Strength Split tensile Strength Static modulus of Elasticity CTE 100 100 100 0 100 71 86 86 86 0 Pavement structure Layer details Type Representative thickness Dowel bar details Diameter Length Spacing Shoulder information Type Width Thickness 100 100 0 0 0 100 100 100 Monitoring*
|
From page 139... ...
128 Table 3-24 Summary of available traffic data Site ID SHRP ID Year Traffic (ESAL) 8 0811 1997 1000 (Estimated)
|
From page 140... ...
129 240 250 260 270 280 290 300 310 320 5-0810 8-0812 29-0808 29-A808 39-0810 48-A808 53-A810 Section ID PC C sl ab th ic kn es s, m m Figure 3-62 Thickness deviations in sections with target PCC thickness of 279 mm 0 50 100 150 200 250 5-0809 5-0810 8-0811 8-0812 290807 290808 29A807 29A808 390809 390810 48A807 48A808 53A809 53A810 Section ID Ba se th ic kn es s, m m Figure 3-63 Deviation from target base thickness of 152 mm
|
From page 141... ...
130 The experiment design stipulates that the target 14-day flexural strength of the PCC slab concrete be 3.8 MPa (550 psi)
|
From page 142... ...
131 Table 3-26. Faulting of joints occurred in all the sections except the ones at the Washington site.
|
From page 143... ...
132 Table 3-26 Distresses in SPS-8 sections Site ID SHRP ID Trans. Cracks Long.
|
Key Terms
This material may be derived from roughly machine-read images, and so is provided only to facilitate research.
More
information on Chapter Skim is available.