- Aashto 1993 Pavement Design Manual
- 1993 Aashto Guide For Design Of Pavement Structures Pdf Editor Windows 10
- 1993 Aashto Guide For Design Of Pavement Structures Pdf Editor Mac
(M-E Design Guide) will change the way in which pavements are designed by replacing the traditional empirical design approach proposed in the AASHTO 1993 Guide for the Design of Pavement Structures with a mechanistic-empirical based approach. One of the most significant changes offered in the M-E Design Guide is the difference in the method used to.
This article needs additional citations for. Unsourced material may be challenged and removed. (February 2010) The AASHO Road Test was a series of carried out by the (AASHTO), to determine how contributed to the deterioration of. Officially, the Road Test was '.to study the performance of pavement structures of known thickness under moving loads of known magnitude and frequency.' This study, carried out in the late 1950s in, is frequently quoted as a primary source of experimental data when vehicle wear to highways is considered, for the purposes of road design, vehicle taxation and costing. The road test consisted of six two-lane loops along the future alignment of. Each lane was subjected to repeated loading by a specific vehicle type and weight.
The pavement structure within each loop was varied so that the interaction of vehicle loads and pavement structure could be investigated. 'Satellite studies' were planned in other parts of the country so that and effects could be investigated, but were never carried out. The results from the AASHO road test were used to develop a pavement design guide, first issued in 1961 as the 'AASHO Interim Guide for the Design of Rigid and Flexible Pavements', with major updates issued in 1972 and 1993. The 1993 version is still in widespread use in the United States. A new guide, originally planned for release in 2002 but as yet still under development, would be the first AASHTO pavement design guide not primarily based on the results of the AASHO Road Test.
- And Transportation Officials (AASHTO) Guide for Design of Pavement Structures plus numerous National Council on Highway Research Projects (NCHRP), Transportation Research Board (TRB), and Federal Highway Administration (FHWA) publications. The specifics addressed in this manual have been tailored to Florida conditions, materials, and policy.
- References to FPS-19W replaced with FPS 21. Chapter 5, Section 3, FPS 21 Design Parameters. Introduction - Removed option to use older versions of FPS and AASHTO (1993) for flex - ible pavement designs. Data Input Components - Removed swelling potential, PVR, and swelling rate analysis from FPS 21 (Table 5-1).
The AASHO road test introduced many concepts in pavement engineering, including the load equivalency factor. Unsurprisingly, the heavier vehicles reduced the serviceability in a much shorter time than light vehicles, and the oft-quoted figure, called the Generalized Fourth Power Law, that damage caused by vehicles is 'related to the 4th power of their axle weight,' is derived from this.
Aashto 1993 Pavement Design Manual
The other direct result of the tests were new standards for road construction in the US, which are still in use today. The road test used large road user panels to establish the 'Present Serviceability Rating' (PSR) for each test section, as the test proceeded. Since panel ratings are expensive, a substitute key parameter 'Present Serviceability Index' (PSI) was established.
The PSI is based on data on the roads longitudinal, patch work, and. Later studies have shown that PSI is mainly a fruit of unevenness, with a correlation of more than 90% between the two. Unevenness was measured with a mechanical, reporting a parameter called slope variance (SV). SV is the second spatial derivative of height. For a vehicle traveling at speed, SV is the exciting source to vertical acceleration; the second derivative in time domain of height. This makes very good sense, since 1 – 80 Hz acceleration is the parameter used when relating human exposure from vibration to perceived discomfort in the current ISO 2631-1 (1997) standard. Thus, SV is physically linked to.
While the study is now quite old, it is still frequently referenced, though critics point out that its data is only valid under the specific conditions of the test with regard to the time, place, environment, and material properties present during the test. Extrapolating the data to different situations has been 'problematic'. Other studies have attempted to refine the results, either through further empirical studies, or by developing mathematical models, with varying success. The AASHO study is still the most often quoted study on the subject however.
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Abstract Procedures to perform structural design of pavements are detailed in various design guidelines. Even though the recommendations may be different across the different guidelines, some of the underlying principles are similar. The present paper briefly reviews various pavement design guidelines on structural design of asphalt pavements with reference to the design principles employed. The focus is primarily kept on the mechanistic–empirical pavement design approach. The discussion covers few specific aspects of asphalt pavement design, and does not intend to present an exhaustive treatise on the subject. An asphalt pavement is made up of multiple layers, namely subgrade, sub-base, base, surfacing and wearing course. While there are design considerations involved in a pavement from the geometric, functional and drainage aspects, the structural design indicates estimation of appropriate thicknesses of the pavement layers.
Different kinds of materials are used to construct individual layers of a pavement structure. These materials show complex response when subjected to load, temperature and moisture variations. The engineering properties of a pavement material depends on the relative composition of its constituents. The composition of a pavement material is finalized through appropriate mix design, so that the desirable levels of various engineering properties of the material are achieved. However, sometimes a pair of desirable properties may show conflicting trends with the variation of a constituent of the mix. For example, with the increase of the asphalt binder content in the asphalt mix, the fatigue performance may improve, but the stiffness modulus value may start decreasing. From pavement design stand-point, both (i) good fatigue performance, as well as (ii) high stiffness modulus of the asphalt mix, are desirable.
Thus, appropriate (i) choice of pavement material for the individual pavement layers, (ii) mix design for each of these materials and (iii) estimation of engineering properties (which are used as design input), are integral parts of the process of pavement design ,. Environmental parameters used in pavement design primarily include variation of temperature and moisture conditions (including freezing and thawing situations) during the service period of the pavement. In the design guidelines such variations are accounted either (i) considering expected/equilibrium value of the temperature and the moisture content during the design period or, (ii) by dividing the total design period into certain time intervals and considering the effects of temperature and moisture content (in terms of incremental damage) for these time intervals ,.
For design purpose, it is generally assumed that the temperature affects the stiffness of the asphalt layer and the moisture content affects the stiffness of the unbound granular layer and the subgrade. Further, it may be noted that there always exists a temperature profile and moisture content profile (that is, variation along the depth of the pavement). For design purpose, a representative values of temperature and moisture content are chosen which carry the equivalent effects of such variations along the depth ,. Traffic parameters involve considerations of traffic volume, axle load spectrum, tyre contact pressure, wheel and axle configuration, lateral wander of wheel path, traffic growth rate etc. Guidelines suggest various empirical factors or, computational approaches to take into account of these parameters so as to convert the estimated cumulative traffic volume (within the design period) to equivalent number of standard axle load repetitions ,.
Sometimes, the damage caused by individual axle load groups are estimated separately. The next section discusses the basic principles of asphalt pavement design and how different guidelines employ these principles to evolve respective design recommendations. Principles of Asphalt Pavement Design.
Different methods of pavement design are proposed at different points of time, for example, CBR-thickness approach, limiting deflection approach, bearing capacity approach, equivalent granular thickness approach and so on ,. In AASHTO 1993 method , the pavement is designed based on an index which represents the overall strength of the pavement structure. This index is a function of the composition of individual layers and their thicknesses. Some pavement design guidelines recommend use of AASHTO 1993 method in conjunction with other local recommendations ,.
In some guidelines, pavement deign recommendations are provided in template/tabular forms. These templates are either based on prior experience on the performance of pavements or prior design calculations ,. The principles of mechanistic-empirical pavement design approach (initially known as analytical pavement design) evolved during 1960s ,. A number of guidelines at present follow mechanistic-empirical approach for design of asphalt pavements ,.
Figure presents a simplified thought process involved in the design of asphalt pavement using mechanistic-empirical method. Elaborate flow-charts are available in the literature and in various guidelines ,. In this approach, trial thicknesses of the pavement layers are assumed and the critical stress/strain values (typically strain is considered for design of asphalt pavements) at the critical locations are computed by structural analysis of the pavement. The computed strain values are compared with the allowable values and the design thicknesses are finalized through iterations. This process is repeated for all the types of structural distresses which are dependent on the layer thicknesses. The concept of estimation of allowable strain is further illustrated in Fig. The upper part of Fig.
Schematically shows that the structural distress increases (possibly with increasing rate as shown in the diagram) with the increase of number of repetitions (the repetitions can be traffic load repetitions or environmental cycles). For different pavement structures (that is, pavements with different thicknesses, shown as 1, 2 and 3 in Fig. ), a same level of distress would occur at different number of repetitions.
That is, considering distress level ‘p’ as the failure distress level (for a given type of structural distress being considered in the design) the pavement structure 3 would have more longevity than the pavement structure 2, and the pavement structure 2 would have more longevity than the pavement structure 1. The lower part of Fig. Shows that for a given initial critical strain (when the pavement is built for the first time and the first load is applied), the pavement can sustain a given number of repetitions till failure, when distress level ‘p’ is defined as structural failure.
For a pavement design problem, this initial strain is treated as the allowable strain. Fig. 2 The concept involved in estimation of allowable strain Thus, from Fig., the pavement structure 1 should be designed for an allowable strain of ‘q’ if a distress level of ‘p’ is defined as the structural failure level of a specific type of distress considered in the design. It is interesting to note that, in pavement design problems, the allowable strain (generally) is a function of number of load repetitions, for the various types of structural distresses considered in the design process. Such consideration makes the pavement design approach unique, in contrast to the design approaches generally followed for design of other civil engineering structures. Consideration of repetitions in the design process necessitates studies on how the damage propagates with the load repetitions. However, understanding the mechanism of damage propagation is a complex task.
1993 Aashto Guide For Design Of Pavement Structures Pdf Editor Windows 10
Empirical equations are, therefore, used to establish a link between the allowable strain and the number of load repetitions. Generally, tests conducted in the laboratory are calibrated from field performance of in-service roads to develop these empirical equations.
These are also known as transfer functions (refer Fig. Various such transfer functions are proposed by the past researchers and are used in the design guidelines ,. Obviously, these empirical equations are valid for the local material, environmental and traffic conditions for which these are calibrated. Hence, the current asphalt pavement design approach is a mechanistic-empirical method, and not yet fully mechanistic.
Referring to Fig. Again, it can be said that if the strain level is ‘s’ (or lower), the pavement will be able to theoretically sustain infinite number of load repetitions. This is known as endurance limit and is discussed in the next section in connection with the design of perpetual pavement. The other extreme point on the diagram is shown as ‘r’. It is that strain level at which the structure can sustain only a single application of load (it may be noted that the graph represented in the lower part of Fig.
Is typically plotted on log–log scale so that the transfer function appears linear). For concrete pavement (where bending stress is used instead of strain) this value indicates the modulus of rupture. Although the principle is the same (as explained in Fig. ), some guidelines do not specify allowable strain.
In this case, first a trial pavement section is chosen and the expected distress level is estimated at the end of the design period. If the distress level is within the permissible limit, the design is accepted, else the thicknesses are modified in the next iteration ,. The guidelines for design of asphalt pavement using mechanistic–empirical method generally recommend use of associated software(s) ,. These softwares are used for structural analysis of asphalt pavement to compute the critical strain values.
The design module of the software, if present, iteratatively finalizes the design thicknesses (refer to Fig. Further considerations involved in finalization of thicknesses for design of (i) new asphalt pavement and (ii) asphalt overlay over the existing pavement are discussed in the following. Design of a New Asphalt Pavement. Fig. 3 A schematic diagram of asphalt pavement design chart considering fatigue and rutting Figure shows that various combinations of layer thicknesses are possible for which the design is safe (for the design traffic considered). For example, if the point ‘O’ is chosen for design traffic DT 1, the corresponding asphalt layer thickness will be OQ and granular layer thickness will be EQ.
It may also be noted that for this design solution the pavement is expected to simultaneously fail in fatigue and rutting at the expiry of design life of DT 1 traffic repetitions. Various design charts (based on mechanistic-empirical principle) developed by different organizations (although all the guidelines may not necessarily provide ready-made design charts) are variants of what is shown in Fig. The choice of axes makes the diagram look different. For example, in Shell and Austroads design charts, axes similar to what is shown in Fig. In Asphalt Institute method traffic is taken as X-axis and subgrade modulus is taken as Y-axis. In Indian Roads Congress traffic is taken as X-axis and both the thicknesses are presented along Y-axis.
As shown in Fig., if the design traffic increases (say, from DT 1 to DT 2), both the fatigue and rutting design curves are expected to move upwards. This is because higher traffic will require larger design thickness. Again, the rutting design curve will shift in the upward direction if, for instance, (i) the design temperature increases or, (ii) the design stiffness modulus of asphalt decreases.
However, shift of the fatigue design curve cannot be ascertained easily in these two cases, because of the possible reciprocal relationship that exists between the fatigue performance and the stiffness modulus of asphalt mix. Figure shows that the rutting design curve meets the Y-axis at ‘C’. That is, the granular layer thickness is zero at this design point. Such a pavement may be called as full depth asphalt pavement ,. Figure shows a schematic diagram of a full depth asphalt pavement design chart. It is observed that the design thickness of asphalt layer increases as the expected traffic repetitions increase. Since thickness requirement from rutting consideration is generally higher than that of from the fatigue consideration (for example, comparing between point ‘C’ and point ‘I’ in Fig.
), the rutting consideration should have always governed the pavement design. However, with appropriate mix design it should be possible to develop a mix with stronger rut resistance. This is another example of interplay (as mentioned in the “ ” section of this paper) between the mix design and structural design , ; hence the rutting design curve takes a shape as shown in Fig. The full depth pavement design charts recommended in the guidelines , , may sometimes appear to be different than the way it is shown in Fig. This is due to choice of axes, as discussed for the case of Fig.
Fig. 4 A schematic diagram of full-depth asphalt pavement design chart From Fig. It can be seen that beyond certain thickness, the longevity of the pavement structure becomes theoretically infinite. This is known as perpetual pavement ,.
1993 Aashto Guide For Design Of Pavement Structures Pdf Editor Mac
In perpetual pavement, a relatively thick asphalt layer thickness is provided (than the conventional pavements designed for finite design life), so that critical strain becomes comparable to the endurance limit ,. The paragraph above has discussed one of the extreme ends of the design curve (refer to Fig. ); an interesting observation can be made on the other extreme end of the design curve. It is seen that when the granular layer thickness is quite high, the design curve turns in the reverse direction. That is, referring to Fig., for a given granular thickness EH, two design asphalt layer thicknesses are possible, these are HB and HA (a pavement designer will obviously choose the lower thickness). This happens because, at a higher thickness of granular layer, when the thickness of asphalt layer is lowered further during the process of design iterations, the strain (horizontal tensile) at the bottom of the asphalt layer (below some threshold value of the thickness) starts decreasing; further reduction in asphalt layer thickness even reverses the strain from tensile to compressive ,. Thus, in principle, it is also possible to design a thin asphalt layer over a thick granular layer , but sometimes there may be issues especially for heavy-trafficked urban roads.
Instead of conventional hot-mix asphalt with unbound granular base/sub-base layer, it is possible to utilize other pavement materials for example, recycled asphalt layer , asphalt layer with emulsified binder or, modified binder, cementicious layer with marginal aggregates as base/sub-base , , industrial and domestic waste materials as alternative materials and so on. For incorporation of various new materials in the design, these materials need to be characterized in terms of their environmental impact, material properties (physical, chemical and engineering), economy, expected performance and so on. Various guidelines provide stipulations on usage of such materials in pavement design ,. When it is decided to use a new material in pavement design, the design needs to be re-worked. For example, when a cementicious material is decided to be used as a base layer, it may provide benefits in terms of (i) possible utilization of locally available marginal aggregates and (ii) possible reduction of the asphalt layer design thickness, because of the reduction of the strain value due to higher stiffness of cementicious layer and its contribution to additional fatigue life ,. However, additional cost due to the usage of cemented material, shrinkage potential and long term durability of the cementicious material, special construction requirements etc. Need to be considered while finalizing the design ,.
Design of Overlay and Subsequent Overlays. A pavement gradually deteriorates due to its exposure to environment and traffic. Overlaying is one of the maintenance measures, where additional asphalt layer thickness is provided to the existing pavement. Limiting deflection , , equivalent thickness , , and mechanistic–empirical method are the different approaches for design of overlay thickness. The mechanistic–empirical overlay design principle can be explained in the following manner. Consider any design point (say ‘D’) on the pavement design curve presented in Fig. The corresponding asphalt and granular layer thicknesses are, therefore, DF and EF respectively.
After serving the design period of DT 1 (say), the asphalt layer deteriorates resulting in reduction of stiffness. In a conservative sense, one may consider that the stiffness of the deteriorated asphalt layer is equivalent to that of the granular layer. In that case, the asphalt overlay can be designed considering the total existing granular layer thickness as EG (as shown schematically in Fig.
) and the same design chart can be utilized. However, due to possibilities of reflection cracking, the transfer functions for overlay design may be different than those of used for design of pavement for the first time. Further, the stiffness modulus value of the deteriorated asphalt layer may not be as low as a granular layer.
Thus, for estimation of the in situ stiffness values (for all the individual layers) at any given point of time, suitable nondestructive testing method, for example, falling weight deflectometer (FWD) can be adopted ,. Planned staged construction of asphalt layer is a situation when the asphalt layer is constructed in stages ,. The possible reasons for adopting planned staged construction can be identified as (i) budgetary restrictions, (ii) uncertainty in the traffic prediction, (iii) unfavourable weather condition for continuing construction etc. If the time gap between construction of two consecutive asphalt layers is small, (i) deterioration of the asphalt layer (provided in the first stage) can be assumed to be negligible, or, (ii) some deterioration can be assumed corresponding to the time already passed, and the thickness for the asphalt layer for the second stage can be estimated (following the principle illustrated in Fig.
A pavement design problem (for new pavement as well as overlay), for a given set of input parameters, is expected to have multiple design solutions. Economic analysis is generally used to choose the best design ,. Further, a pavement in its entire service period may undergo many rounds of rehabilitation and maintenance activities. Planning (at the initial design stage) for appropriate maintenance measures and their application timings for a given road stretch (or for a road network) is an interesting but complex problem. A vast literature is available on asphalt pavement design. Each region, or country or, state or, even a county may be following a particular pavement design guidelines, somewhat different than the rest others. The input parameters, the design equations, and the design recommendations provided in these guidelines may vary widely.
Hence, the final design thickness values, across different guidelines (for the same set of design input), may even be found to be different ,. The present brief paper highlights that the basic principles of mechanistic–empirical pavement design adopted across various guidelines, are, however, similar. Pavement design involves consideration of repetitions of load (traffic repetitions and environmental cycles). Thus, it is important to be able to predict the propagation of damage of an in-service pavement with the progression of repetitions ,. But, given the complexities with the material behaviour, structure and the loading pattern, developing a comprehensive theoretical model is still a complex task. Thus, for design purpose, equations empirically relating the initial strain (or stress) values (generally due to static loading) to the number of repetitions till failure observed in the field, are used.
The form of these equations across different guidelines may be different, and even if the form is similar, the calibration constants may vary widely ,. Further, Miner’s postulation is generally used for estimation of cumulative damage in the pavement due to load repetitions 1, 3, 7, 9, 15, 18, 20, 33, 36, 37, 58.
This assumes damage caused by different loads applied at different points of time are linearly additive. Considering the complex response of the pavement materials (which are dependent on time, stress level, and considering the healing phenomenon observed in asphalt mix) there is possibly a need to explore other models for calculation of cumulative damage ,.
The mechanistic–empirical pavement design approach followed in various pavement design guidelines still has significant portion of empirical content. It is envisaged that rigorous theoretical research in conjunction with laboratory and field observations would eventually lead to a more mechanistic approach of pavement design.