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The tool is capable of analyzing raw deflection data files obtained from Falling Weight Deflectometer (FWD) testing devices, backcalculating in-place elastic layer moduli for flexible and rigid pavements and generating inputs for performing rehabilitation design using Pavement ME. It can also be used to perform loss of support analysis and load transfer efficiency (LTE) calculations. WinJULEA Thisis a demo version of the software, which isunder development for the AASHTO 2002 design guide. The copy posted here is theone available on the NHI course 131064 CD (FHWA, April 2002). No support ormanual is available. AASHTO_Rigid.xls An Excel Tooldeveloped by the FHWA Long-Term Pavement Performance (LTPP) program to supplement theAASHTO pavement rigid design system. For help on the use of this Excel tool, you candownload its instruction text file. PCAPAV For damage analysis of PCC pavements based on thePCA design method. This DOS-based program was released in 1990. Download ExampleFile. You can obtain informationon how to obtain your own copy from the American Concrete Pavement Association (ACPA) web site. DARWin 2.0 (Pavement Design, Analysis and Rehabilitationfor Windows). This is a proprietary AASHTOWARE computer software product. The UI have alicense for this software. It is available at the Highway Design Lab (BEL 117).Campus students are required to use it for their design activities. Videostudents are also encouraged to use it if they have an access to it, but notrequired. To obtain your copy, contact AASHTO. WINFLEX 2000 A mechanistic-empirical overlay designsystem for flexible pavements. This software is developed by Dr. Fouad Bayomyunder research contracts with Idaho transportation Department (ITD) at the UI Centerfor Transportation Infrastructure (CTI) of the National Institute for AdvancedTransportation Technology (NIATT). To download the program, examples and userguide, clickhere. The AASHTO Guide for Design of Pavement Structures (AASHTO, 1993) is the primary document used to design new and rehabilitated highway pavements. Approximately 80% of all states use the AASHTO pavement design procedures, with the majority using the 1993 version. All versions of the AASHTO Design Guide are empirical design methods based on field performance data measured at the AASHO Road Test in 1958-60. The overall approach of the 1993 AASHTO procedure for both flexible and rigid pavements is to design for a specified serviceability loss at the end of the design life of the pavement. Serviceability is defined in terms of the Present Serviceability Index, PSI, which varies between the limits of 5 (best) and 0 (worst). Serviceability loss at end of design life, ΔPSI, is partitioned between traffic and environmental effects, as follows (see also Figure 3.8): in which ΔPSITR, ΔPSISW and ΔPSIFH are the components of serviceability loss attributable to traffic, swelling, and frost heave, respectively. The structural design procedures for swelling and frost heave are the same for both flexible and rigid pavements; these are detailed in Appendix G of the 1993 AASHTO Guide. The structural design procedures for traffic are different for flexible and rigid pavement types. These procedures are summarized below in Sections C.2 and C.3, respectively. For simplicity, only the design procedures for new construction are summarized here. The design procedures for reconstruction are similar, except that characterization of recycled materials may be required. See the 1993 AASHTO Guide for details of additional procedures (e.g., determination of remaining structural life for overlay design) relevant to rehabilitation design. Performance period refers to the time that a pavement design is intended to last before it needs rehabilitation. It is equivalent to the time elapsed as a new, reconstructed, or rehabilitated pavement structure deteriorates from its initial serviceability to its terminal serviceability. The term \"analysis period\" refers to the overall duration that the design strategy must cover. It may be identical to the performance period. However, realistic performance limitations may require planned rehabilitation within the desired analysis period, in which case, the analysis period may encompass multiple performance periods. Analysis period in this context is synonymous with design life in the 1993 AASHTO Guide. AASHTO recommendations for analysis periods for different types of roads are summarized in Table C-1. Traffic is one of the most important factors in pavement design, and every effort should be made to collect accurate data specific to each project. Traffic analysis requires the evaluation of initial traffic volume, traffic growth, directional distribution, and traffic type. Design reliability is defined as the probability that a pavement section will perform satisfactorily over the design period. It must account for uncertainties in traffic loading, environmental conditions, and construction materials. The AASHTO design method accounts for these uncertainties by incorporating a reliability level R to provide a factor of safety into the pavement design and thereby increase the probability that the pavement will perform as intended over its design life. The levels of reliability recommended by AASHTO for various classes of roads are summarized in Table C-2. The AASHTO design equations also require specification of the overall standard deviation S0. For flexible pavements, values for S0 typically range between 0.35 and 0.50, with a value of 0.45 commonly used for design. The initial serviceability index po corresponds to road conditions immediately after construction. A typical value of po for flexible pavements is 4.2. The terminal serviceability index pt is defined as the lowest serviceability that will be tolerated before rehabilitation or reconstruction becomes necessary. A terminal serviceability index of 2.5 or higher is recommended for design of major highways. Thus, a typical allowable serviceability loss due to traffic for flexible pavements can be expressed as: Similar to flexible pavements; see Section 0. A typical value of po for rigid pavements is 4.4. As for flexible pavements, a terminal serviceability index of 2.5 or higher is recommended for design of major highways. Thus, a typical allowable serviceability loss due to traffic for rigid pavements can be expressed as: Other layer properties include the modulus of rupture Sc and elastic modulus Ec for the Portland cement concrete slabs, an empirical joint load transfer coefficient J, and the subbase drainage coefficient Cd. The PCC parameters Sc and Ec are standard material properties; mean values should be used for the pavement design inputs. The joint load transfer coefficient J is a function of the shoulder type and the load transfer condition between the pavement slab and shoulders; recommended values are summarized in Table C-4. See Section 5.5.1 for determination of the drainage coefficient Cd. The empirical design equations for flexible and rigid pavements in Eqs. (C.2) and (C.6) are implicit relationships for the required structural number SN and slab thickness D, respectively. Consequently, an iterative solution algorithm is required. 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