This thesis implements the empirical pavement design procedures for flexible as well as rigid pavement by American Association of State Highways and Transportation Officials (AASHTO) into two MATLAB modules of MULTI-PAVE. MULTI-PAVE was developed as a teaching tool that performs pavement thickness design for multiple design procedures using a common input file and a common output format. The AASHTO components were developed in accordance with the 1993 AASHTO Pavement Design Guide, and verified against the original design method. The thicknesses of the Asphalt Concrete, Base Course and Sub-base Course are the design outputs for flexible pavement. For rigid pavement, the thickness of slab is determined for various types of concrete pavements. The modules will be included in a MULTI-PAVE framework to compare the design outputs with other design methods.

The Mechanistic-Empirical Pavement Design Guide (MEPDG) which is widely used for the rational design of pavements has three different design levels (i.e., Level 1, Level 2, and Level 3) that are typically based on the resources and the level of risk associated for a given project. Specifically, Level 2 design requires the estimation of the resilient modulus, MR (which is the key parameter in the mechanistic design procedures) from simple experiments such as the California Bearing Ratio (CBR), Unconfined Compressive Strength (UCS) and R-value tests. In this study, a technique is proposed for estimation of MR from CBR that can be used in Level 2 designs of pavements. The California Bearing Ratio (CBR) is a relatively inexpensive laboratory test which provides a measure of the strength of a soil. The CBR test can easily be performed as the experimental procedure is relatively straightforward to execute. The CBR test procedure widely used and is simple, however the fundamental engineering principles governing CBR tests do not realistically describe the mechanical behavior of pavements. Due to this reason, there has been a significant interest to design pavements using a mechanistic approach such as the resilient modulus (MR). The MR test method provides an indication of the stiffness of pavement materials under cyclic loads, which closely represents the typical loading conditions that are experienced by pavements. MR is a reliable method as it considers the cyclic loading (i.e., resilient response) of pavements. However, it has one major drawback as the triaxial testing equipment used for measurement of the MR is relatively costly, testing is complex and requires trained professional to perform them. The CBR and MR are both used in present day practice to evaluate the strength of pavement materials. However, the CBR is widely used because of its relatively low cost and the vast experience with its use in the design of pavements. The common trend in today’s practice is to estimate the MR from CBR as evident in most pavement design procedures used around the world. For instance, the Mechanistic-Empirical Pavement Design Guide (AASHTO 2008) suggests that the MR may be estimated from standard tests like the CBR for design of Level 2 pavements. Numerous studies in the literature propose relationships between CBR and MR, but only a hand full of these studies takes account of the effect of matric suction, 𝜓 which is a key stress state variable that describes the rational behavior of unsaturated soils. This thesis document includes the explanation of a modified CBR test equipment capable of measuring unsaturated properties (𝜓 and water content) of specimens subjected to wetting and drying. In addition, some correlations were developed using the measured CBR data and the data of MR from other studies. The results provide useful information for Level 2 mechanistic-empirical design of pavement structures for various soils in the province of Ontario.

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Thesis (MScEng (Process Engineering))--University of Stellenbosch, 2010. / Thesis presented in fulfilment of the requirements for the degree of Master of Science in Engineering at Stellenbosch University / ENGLISH ABSTRACT: Weigh-in-motion (WIM) scales are installed on various higher order South African roads to provide traffic loading information for pavement design, strategic planning and law enforcement using a scientific approach. The two most respected international guideline documents for WIM systems are the American ASTM E1318 Standard and the COST 323 European Specification, yet neither are fully suited to be applied to local WIM systems. The author developed a post-calibration method for WIM data, called the Truck Tractor (TT) Method, to correct the magnitude of recorded axle loads in retrospect. It incorporates a series of powerful data quality checks. The TT Method is robust, accurate and adequately simple to be used on a routine basis. The TT Method uses the truck tractor loads of articulated 6- and 7-axle trucks with single steering- and double driving axles – these vehicle are called Eligible Trucks. Only Eligible Trucks with average axle loads between 6.5 t and 8.5 t are used in the calibration process – these vehicles are called Selected Trucks. A calibration factor, kTT, is determined using a fully automated iterative procedure, and multiplied with all axle load measurements to produce data for which the average truck tractor load of Selected Trucks, TTT, is equal to 21.8 t. The TT Method can be used for WIMs in various operating environments and is not sensitive to the extent of miss-calibration of a WIM, clipping of sensors owing to poor lane discipline or different extents of loading on different routes. The TT Method includes a series of data quality checks that can be used on a routine basis. They are summarised as follows: - The standard deviation of truck tractor loads for Selected Trucks, STTT, should always be below 2.0 t, but preferably below 1.9 t. - The standard deviation of front axle loads for Selected Trucks, SFTT, should always be below 0.9 t, but preferably below 0.8 t. - The post-calibration factor from the TT Method, kTT, should be between 0.9 and 1.1. The factor for any month should not deviate by more than 3% from the moving average of the previous five months. - The average of front axle loads of Selected Trucks, FTT, should be between 5.6 t and 6.6 t; the exact values are influenced by load transfer between the steering and driving axles. - A procedure was formulated using the Front axle / Truck tractor Ratio, FTR, to identify the percentage of Eligible Trucks that in all probability clipped the sensor. The percentage of these records must be below 10 %, but preferably below 6 %. The TT Method has the potential to significantly improve WIM data collection in South Africa. The calibration module of the TT Method, i.e. the procedure to calculate kTT, has already been accepted by SANRAL. Most of the data quality checking concepts associated with the TT Method were also accepted, although their threshold values are still being refined. / AFRIKAANSE OPSOMMING: Weeg-in-beweging (“weigh-in-motion”, WIM) skale word op talle hoë orde paaie in Suid- Afrika gebruik om op wetenskaplike wyse verkeersinligting te verskaf wat gebruik word vir plaveiselontwerp, strategiese beplanning en wetstoepassing met betrekking tot oorlading. Nie een van die twee vooraanstaande internasionale riglyne vir WIM sisteme, die ASTM E1318 Standaard en die COST 323 Europese Spesifikasie, is in geheel geskik vir Suid-Afrikaanse kondisies nie. Die outeur het ‘n unieke kalibrasie metode, genaamd die TT Metode, ontwikkel wat ’n reeks roetine kwaliteitsbeheertoetse vir WIM data insluit. Die TT Metode is eenvoudig, akkuraat en toepaslik vir ’n wye verskeidenheid WIM sisteme in Suid-Afrika. Die massa van trekkers van geartikuleerde 6- en 7-as vragmotors met enkel stuur- en dubbel dryf-aste en ’n gemiddelde asmassa tussen 6.5 en 8.5 ton (ook genoem Geselekteerde Vragmotors) word as verwysingsmassa gebruik. ’n Iteratiewe prosedure word gevolg vir die bepaling van die kalibrasie faktor, kTT. Dieselfde faktor word met alle asmassas in die data vir die analise periode vermenigvuldig, met die einddoel dat die gemiddelde trekker massa van die Geselekteerde Vragmotors, TTT, gedryf word na die teikenwaarde van 21.8 ton. Die TT Metode is ewe toepaslik ongeag die tipiese belading van trokke op ’n roete, hoe goed die WIM sisteem oorspronklik gekalibreer was of hoe goed laandissipline by die WIM sensor is. Die kwaliteitsbeheertoetse kan op ’n roetine basis toegepas word as deel van die uitvoering van WIM kalibrasie prosedure, en word soos volg saamgevat: - Die standaard afwyking van trekker massas van Geselekteerde Vragmotors, STTT, behoort altyd laer as 2.0 ton, maar verkieslik laer as 1.9 ton te wees. - Die standaard afwyking van voor-as massas van Geselekteerde Trokke, SFTT, behoort altyd laer as 0.9 ton, maar vekieslik laer as 0.8 ton te wees. - Die kalibrasiefaktor, kTT, moet verkieslik tussen 0.9 en 1.1 wees, en mag nie met meer as 3 % van die gemiddelde kTT vir die voorafgaande vyf maande verskil nie. - Die gemiddeld van voor-as massas van Geselekteerde Vragmotors, FTT, behoort tussen 5.6 ton en 6.6 ton te wees. Die presiese waarde hang af van die mate waartoe gewig tussen die voor-as en dubbel dryf-as oorgedra word weens dinamiese effekte op die trekker. - Die verhouding tussen die voor-as en dubbel dryf-as, bekend as die FTR, kan gebruik word as ‘n aanduiding of ’n trok weens swak laandissipline slegs gedeeltelik oor die WIM sensor gery het. Die persentasie gedeeltelike metings moet laer as 10%, maar verkieslik laer as 6 % wees. Die TT Metode het die potensiaal om die insameling en kwaliteit van verkeersdata deur middel van WIM sisteme noemenswaarding te verbeter. Die kalibrasie module van die TT Metode, m.a.w. die prosedure om kTT te bereken, is reeds deur SANRAL aanvaar. Die meeste van die kwaliteitsbeheerkonsepte wat met die TT Metode gepaard gaan is ook aanvaar, maar die drempelwaardes hiervoor word nog verfyn.

Expansive soils are treated with anhydrous or hydrated lime. The use of calcium-based stabilizers such as calcium oxide (lime) in sulfate-bearing clay soils has historically led to distress due to the formation of an expansive mineral called ettringite and possibly another such mineral, thaumasite. Predicting the precipitation of these minerals is a complex problem related not only to soil composition but also construction methods, availability of water, ion migration, and whether the expansive mineral growth can be accommodated by the void structure in the surrounding soil. In trying to control the damage associated with such occurrences, engineers have attempted to determine a threshold value of soluble sulfates, a quantity that is relatively easy and quick to measure, at which significant ettringite growth and, therefore, structural distress occurs. Unfortunately, experience alone and “rules-of-thumb” based on experience are not sufficient to deal with this complex issue. This thesis describes how thermodynamic geochemical models of lime-treated soil can be used as a first step toward establishing problematic threshold levels of soluble sulfates for a specific soil. A foundation for the model development is presented, and two different soils are compared to illustrate their very different sensitivities to ettringite growth upon the addition of hydrated lime. Various soil series along the route of SH 130 between Austin and San Antonio have been identified to contain soluble sulfate that may pose a problem for soil stabilization using lime and cement. Since the model predicts ettringite growth based upon site-specific properties, this thesis also shows how the model can be used to assess the potential amelioration effects of soluble silica. Research was conducted at the Texas Transportation Institute to develop a methodology for identifying areas which are susceptible for ettringite formation. The proposed methodology uses a magnetometer to quickly screen large areas for high sulfate. Application of GIS to identify ettringite formation using soils, topographical, and geological maps is also illustrated in this thesis.

Solar road panels are a technology that have the ability to revolutionize the way that roads are built and how electricity is generated. Strong incentives towards sustainable solutions in both of these fields have led to the design of innovative, multifaceted solutions, of which solar road panels are one of the most recent entrants. This research presents some initial analysis into the design of solar road panels from the perspective of Canadian pavement engineering. The hypothesis of this research was as follows: A specially designed modular panel can be constructed to withstand the structural and environmental loads on Canadian pavement structures while simultaneously generating electricity through embedded photovoltaic cells. Through a process that covers the design, construction, and analysis of the structural elements of a solar road panel prototype, this research evaluated the impact that solar road panels can have for Canada???s pavement infrastructure. Specific elements researched include the material selection for such a panel, the flexural response of the composite structure, how the panel will interact with traditional pavement and geotechnical materials while in use, and the change in performance of transparent layer materials as they are subjected to freeze-thaw cycling and scaling. The research found that the initial prototype design included a two 10-mm tempered glass pane transparent layers with a 12.7-mm GPO-3 optical layer and 19.1-mm GPO-3 base layer. The concept being that the glass would provide the rigidity required to protect the fragile solar cells while the fiberglass laminate has demonstrated performance as a traffic-supporting material in adverse conditions. Testing of this structure found that the performance was easily duplicated through finite element analysis, given that the material properties were assumed to be more rigid than the averages for tempered glass and GPO-3. Further finite element analysis demonstrated that the prototype solar road panel would not fail through traditional fatiguing methods, and in all cases on concrete, asphalt, granular, and subgrade bases the panels improved the performance characteristics of the structural base. The environmental conditioning of acrylic, glass, and polycarbonate specimens demonstrated that glass is the ideal material choice for the transparent layer for Canadian solar road panels. It proved to have the greatest freeze-thaw and scaling resistance of the three materials, and while the friction characteristic of the flat glass samples would not be suitable for driving on, avenues of research were identified that could improve this characteristic. In summary, the research conducted clearly proved the hypothesis; it is possible to build a structure that can house a photovoltaic system while supporting the structural and environmental loads that Canadian pavement are exposed to. The ideal panel would be constructed with a tempered glass transparent layer, GPO-3 optical and base layers, and the structure would be installed on a concrete structural base. The refinement of this design will be the scope for future research.

El Proyecto de “Mejoramiento de la carretera Dv. Humajalso-Desaguadero y Tacna-Tarata-Capazo-Mazocruz por niveles de servicio” se encuentra en los departamentos de Tacna, Puno y Moquegua, Perú. Este proyecto es ejecutado por el Consorcio Vial Santa Rosa. La presente tesis, ubicado en el proyecto en mención, desarrolla el estudio de la influencia el RAP en el paquete de pavimento que será reciclado en frío, consistiendo en el pavimento reciclado; en este caso, al pavimento de asfalto existente más la base granular existente. Por lo que, se plantea el análisis escenarios desde base cero para tener una línea guía de referencia con espesores típicos de reciclados de 15 cm, 20 cm y 25 cm; en donde, se analiza la variación de la influencia del RAP con una proporción de cemento que se le agrega de 1% y 2% para estudiar el comportamiento con ayuda del CBR y del número estructural perteneciente a la fórmula de AASHTO. Se planteará el diseño del pavimento con cemento por medio de AASHTO. Por último, se verá en los resultados la influencia negativa que tiene el RAP en la resistencia estructural y la proporción aproximada de decremento de esta y las recomendaciones del caso. / The Project of “Mejoramiento de la carretera Dv. Humajalso-Desaguadero y Tacna-Tarata-Capazo-Mazocruz por niveles de servicio” is located in the departments of Tacna, Puno and Moquegua, Perú. This project is executed by Consorcio Vial Santa Rosa. This thesis, located in the project in question, develops the study of the influence of the RAP on the pavement package that will be cold recycled, consisting of the recycled pavement; in this case, to the existing asphalt pavement plus the existing granular base. Therefore, it is proposed to analyze scenarios from scratch to have a reference guideline with typical recycled thicknesses of 15 cm, 20 cm and 25 cm; where, the variation of the influence of the RAP is analyzed with a proportion of cement added of 1% and 2% to analyze the behavior with the help of the CBR and the structural number belonging to the AASHTO formula. The design of the pavement with cement through AASHTO will be considered. Finally, the negative influence of the RAP on the structural strength and the approximate proportion of its decrease will be seen in the results and the recommendations of the case. / Tesis

The Utah Department of Transportation (UDOT) has fully implemented the Mechanistic-Empirical Pavement Design Guide for pavement design but has been using primarily level-three design inputs obtained from correlations to aggregate base materials developed at the national level. UDOT was interested in investigating correlations between laboratory measurements of resilient modulus, California bearing ratio (CBR), and other material properties specific to base materials commonly used in Utah; therefore, a statewide testing program was needed. The objectives of this research were to 1) determine the resilient modulus of several representative aggregate base materials in Utah and 2) investigate correlations between laboratory measurements of resilient modulus, CBR, and other properties of the tested materials. Two aggregate base materials were obtained from each of the four UDOT regions. Important material properties, including particle-size distribution, soil classification, and the moisture-density relationship, were investigated for each of the sampled aggregate base materials. The CBR and resilient modulus of each aggregate base material were determined in general accordance with American Society for Testing and Materials D1883 and American Association of State Highway and Transportation Officials T 307, respectively. After all of the data were collected, several existing models were evaluated to determine if one or more of them could be used to predict the resilient modulus values measured in this research. Statistical analyses were also performed to investigate correlations between measurements of resilient modulus, CBR, and other properties of the tested aggregate base materials, mainly including aspects of the particle-size distributions and moisture-density relationships. A set of independent predictor variables was analyzed using both stepwise regression and best subset analysis to develop a model for predicting resilient modulus. After a suitable model was developed, it was analyzed to determine the sensitivity of the model coefficients to the individual data points. For the aggregate base materials tested in this research, the average resilient modulus varied from 16.0 to 25.6 ksi. Regarding the correlation between resilient modulus and CBR, the test results show that resilient modulus and CBR are not correlated for the materials tested in this research. Therefore, a new model was developed to predict the resilient modulus based on the percent passing the No. 200 sieve, particle diameter corresponding to 30 percent finer, optimum moisture content, maximum dry density (MDD), and ratio of dry density to MDD. Although the equation may not be applicable for values outside the ranges of the predictor variables used to develop it, it is expected to provide UDOT with reasonable estimates of resilient modulus values for aggregate base materials similar to those tested in this research.

A large amount of research has been conducted to investigate the influence of incorporating geosynthetics in highway pavements in laboratory-scale and full-scale experiments, and performance improvement has been well documented. In most cases, geosynthetics have been found to improve rutting resistance or reduce vertical pressure on the subgrade. Airfield pavements are typically thicker than highway pavements and are subjected to higher wheel loads and tire pressures. Thus, the benefit of geosynthetics within airfield pavements may not be as pronounced as that observed in relatively thin highway pavements. Prior to the writing of this dissertation, few documented studies focused on the performance of geosynthetic inclusion in airfield pavements and existing Department of Defense (DOD) guidance for geosynthetic inclusion had not been updated for several decades. The primary objectives of this dissertation were to update the DOD geosynthetic design methodology, to interpret results of laboratory-scale and full-scale experiments conducted specifically to evaluate geosynthetic performance in airfield pavements, and to determine if a competitive market exists for geosynthetic inclusion in airfield pavements. The main body of this dissertation is a compilation of four complementary articles that build upon the primary components of the main objectives. Chapter 1 and Chapter 2 present an introduction and a literature review, respectively. Updates to the DOD design methodology are presented in Chapter 3, results of laboratory-scale and full-scale evaluations are presented in Chapter 4 and Chapter 5, respectively, and potential implications of geosynthetic inclusion in airfield pavements are presented in Chapter 6. Chapter 7 presents overall conclusions and recommendations. Overall, it was found that, while some geosynthetics can be beneficial in airfield pavements, more rutting than would typically be allowed on an operational airfield was required to realize a meaningful performance benefit. In cases where geosynthetics were included in an airfield pavement, it was found that an extension of service life rather than a reduction in aggregate thickness was more optimal in assigning a geosynthetic value. Finally, the results of this dissertation indicated that geosynthetic inclusion in airfield pavements did not yield the same benefit level as that documented in the literature for highway pavements.

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