Cover Image

Not for Sale



View/Hide Left Panel
Click for next page ( 56


The National Academies | 500 Fifth St. N.W. | Washington, D.C. 20001
Copyright © National Academy of Sciences. All rights reserved.
Terms of Use and Privacy Statement



Below are the first 10 and last 10 pages of uncorrected machine-read text (when available) of this chapter, followed by the top 30 algorithmically extracted key phrases from the chapter as a whole.
Intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text on the opening pages of each chapter. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

Do not use for reproduction, copying, pasting, or reading; exclusively for search engines.

OCR for page 55
55 chemical contribution was captured by KE. These parameters 2.10 EFFECT OF CRUSHING OPERATIONS had a physical basis and were a function of many factors that ON AGGREGATE PROPERTIES affected the stiffening potential of fillers. It was found that the volume-filling contribution to stiff- Barksdale (25) states, "Rock is broken or crushed when a ening (m) was able to better distinguish between fillers with force is applied with sufficient energy to disrupt internal "good" and "bad" performance in SMA in the cases studied. bonds or planes of weakness that exist within the rock." For It was able to predict the performance accurately even in quarried aggregates, the crushing process begins with the cases in which prediction by Rigden voids had failed. The blast that turns solid rock into particles of a size range that authors concluded that the stiffness of asphalt by a filler can can be accepted by the primary crusher. The resulting parti- be fully characterized by measuring the maximum packing cles from the initial blast are called "shot rock." Additional fraction, m, and the generalized Einstein coefficient, KE, of crushing of shot rock or gravel is performed (1) to reduce the the system. The data obtained show that m is a better pre- aggregate to product size; (2) to improve the aggregate dictor of the performance of filler in SMA than Rigden voids. shape; and (3), in the case of gravel for HMA, to create frac- The m denotes the maximum filler one can put into the tured faces. Aggregate is produced in a variety of sizes and system and the volume-filling contribution to stiffening. for a variety of purposes besides HMA. In some cases, the Mathematically, it is an asymptote at which the stiffening is properties desired for HMA may conflict with those desired infinite. m is analogous to bulk density in many ways. KE is for another product. the physicochemical contribution to stiffening. It is a mea- The ratio between the sieve size representing 80% passing sure of the rate of increase in stiffness ratio with the addition of the crusher feed stock and the sieve size representing 80% of fillers: the higher the KE, the higher the slope of the curves. passing for the product of the crusher is termed the "reduc- tion ratio" (25). When processing aggregate, a 21 reduction ratio will result in at least one fractured face (154). Therefore, 2.9.2 Summary of Research Related to Fines and Fillers when determining the possible number of fractured faces for gravel sources, the feed size and the resulting product size It is widely believed that depending on the particle size, must be considered. It is impossible to create a 12.5-mm fines can act as a filler or as an extender of asphalt cement crushed gravel having 100% of the particles with one frac- binder. Some fines have a considerable effect on the asphalt tured face if the feed stock is only 19.0 mm. cement, making it act as a much stiffer grade of asphalt Crushers reduce the size of aggregate particles through three cement compared with the neat asphalt cement. Early work mechanisms: abrasion, cleavage, and impact (Figure 17) (25). indicated that both the size of the filler and the asphalt binder Abrasion occurs in localized areas when insufficient energy composition had an impact on the stiffening effect. As much is applied to the particle to cause significant fracture. Abra- as a 1,000-fold increase in viscosity of the neat asphalt cement sion results in limited size reduction and the production of was measured when certain fillers were added to asphalt fines. Cleavage results when the compressive forces applied to cement. Some fines may also make HMA mixtures more sus- ceptible to moisture-induced damage. Numerous studies have evaluated the effects of fines, filler, and mortar on HMA performance in the laboratory and in the field. Efforts to characterize fillers have generally fol- lowed three paths: 1. Characterization of particle size or packing. Several research studies have been conducted to develop suitable test parameters related to particle size or packing to eval- uate the fines and fillers. D60 (the particle size of P200 at 60% passing) and methylene blue values were found to be related to rutting, and D10 and methylene blue val- ues to stripping. The modified Rigden voids test has been used to characterize the stiffening potential of baghouse fines. 2. Binder tests performed on a mortar. Superpave binder tests, BBR, DSR, flexural creep, and direct ten- sion tests have been used by several researchers to char- acterize the fine mortar or voidless mastics properties. 3. Modeling of the overall interaction between the filler and binder. Recent efforts involve modeling the Figure 17. Mechanisms of rock fracture (Figure from physical-chemical interaction between fillers and binder. Kelley [155] published in Barksdale [25]).