MATERIALS

CROSS-REFERENCE To RELATED APPLICATIONS

[0001] This application claims the benefit of U.S. Provisional Application Serial No. 63/191,428, filed May 21, 2021, the entire disclosure of which is hereby incorporated herein by reference.

FIELD

[0002] The invention relates to manufacture of asphalt or bitumen binders for use in the manufacture of asphalt concrete for surface paving applications.

BACKGROUND

[0003] Coal fines and ultrafmes, including microfmes, are the small particles of coal generated from larger lumps of coal during the mining and preparation process. They are generally considered a waste product as the particulate nature of the product renders it difficult to exploit commercially and to transport safely. As much as 70-90 million tonnes of coal fines are produced in the US alone as waste by-product every year by the mining industry (Baruva, P., Losses in the coal supply chain, IEA Clean Coal Centre Rep.CCC/212, p.26, December 2012, ISBN 978-92-9029-532-7), the vast majority of which is left unused. Coal fines are therefore generally discarded as spoil close to the colliery forming large waste heaps or contained in large ponds that require long term management in order to avoid environmental contamination.

[0004] Coal seams with high ash content are abundant worldwide, from numerous geological reserves, sometimes as thick seams persisting over a wide geographical area, but many are not exploitable economically due to high ash content (at least 15-20wt% dry basis), high sulfur content (l-2wt% dry basis), moderately high water content (10-15wt% or higher) and with a relatively coarse particle size distribution (<50 mm).

[0005] Clean coal technologies have provided for development of new classes of specialty fuels that comprise upgraded clean coal blends as described in International Patent Application No. W02020/065341 or hybrid liquid-solid mixtures as described in US Patent No. 9,777,235, with higher energy density and lower levels of emissions. However, with increasing international awareness of the imperative to reduce carbon emissions there is a further need to identify valuable non-combustible uses for clean coal compositions derived from waste. In this way low- grade solid hydrocarbons can provide increased contributions to the improvement of the expanding global green economy. Hence, it would be desirable to provide alternative and economical sources of high-quality feedstocks for a range of non- fuel technologies which in turn bring about longer term, more sustainable, and greener future for communities that are currently dependent upon the coal industry for their economic wellbeing.

[0006] Paving grade bitumen, called ‘asphalt, asphalt binder, or asphalt cement’ in the US, is the black carbonaceous material which binds together rock and mineral aggregates and fdlers to produce the asphalt aggregate mixture, asphalt concrete, or tarmac, that is used in road surfacing and other pavements. About 21 million tons of asphalt are used in the US annually, where asphalt paving is used for 93 % of all road surfaces (Asphalt Pavement Industry Survey on Recycled Materials and Warm-Mix Asphalt Usage 2019. National Asphalt Pavement Association. Information Series 138). Since asphalt is primarily a derivative of the petroleum industry its prices usually trend with crude oil price with some delay. Several additives are added to asphalt to either improve its application or paving performance properties. Performance enhancing additives are materials such as polymers, surfactants, adhesion promoters or materials such as engine oil bottoms to soften oxidized (also referred to as aged) asphalt or hard grade asphalts to help in meeting lower temperature specifications. Asphalt is the most recycled material in the world and there is a constant development of additives to help soften old aged (oxidized) asphalt from RAP (reclaimed asphalt pavement) or RAS (reclaimed asphalt shingle) so that it can continue to be reused. Other materials which are added to the pavement — as a way to upcycle/recycle the materials include: ground tire rubber (GTR), polymer fibers and plastics. With additional chemistry, formulations and processing, GTR has been developed into an additive that improves asphalt performance, as well as a way to dispose of and upcycle rubber from waste tires through dry or wet processes. There is currently a growing amount of research being performed to compatibilize plastics in asphalt, or to add it directly into the hot mix as an aggregate. However, asphalt additives are typically used to affect the performance of the resulting pavement in terms of ease of application (termed ‘workability’) or environmentally conscious paving practices (warm-mix, cold-mix, and emulsions) as well as long term durability (cracking, deforming and rutting) and resistance to weathering (oxidation and moisture). Increasingly, asphalt compositions are also required to meet ever more stringent environmental and health protection standards that control aspects such as odor and carcinogenicity of asphalt fumes. Hence, asphalt cannot be considered simply as a convenient reservoir for a variety of industrial waste materials. Rather, all asphalt additives should provide a useful and cost-effective contribution to the overall properties of the composition if they are to be considered as suitable for inclusion in compositions for paving and road building.

[0007] It would be desirable, therefore, to provide improved feedstocks for use in the production of asphalt compositions and pavements. It would also be desirable to provide improved feedstocks that comprise a greater diversity of starting materials, but which meet the stringent requirements for inclusion in asphalts around the world. In addition, it would be desirable to utilize feedstocks that are derived from materials otherwise classified as discard, thereby allowing for upcycling of waste and reducing the further accumulation of waste fines as a by product of the coal mining industry.

SUMMARY OF THE INVENTION

[0008] The invention relates to improvements in processes for the production of asphalt binders and asphalt cement, having improved properties including higher durability and improved performance across a range of climatic conditions.

[0009] The present inventors have developed a process that provides for the utilzation of very high quality (low ash, sulfur, and water content) purified coal products as an additive for asphalt. These purified coal products have typically been upgraded from waste from coal tailings ponds, impoundments or tips and reject materials from current coal production processing (e.g. thickener underflow or tailings underflow waste streams), as well as high-ash content inferior seam coal, hitherto not exploitable economically.

[0010] According to a first aspect of the present invention, there is provided a process for the production of an asphalt binder, the process comprising the steps of: (i) providing a purified coal product (PCP), wherein the PCP is in particulate form, and wherein at least about 90% by volume (%v) of the particles are no greater than about 25 pm in diameter; wherein the PCP has an ash content of less than about 10 wt% and a water content of less than around 5 wt%; and

(ii) combining the PCP with an asphalt feedstock to create a combined blended mixture;

[0011] wherein the combined blended mixture comprises at least around 0.1 wt% and at most around 50 wt% PCP.

[0012] A second aspect of the invention provides an asphalt binder composition comprising a combination of an asphalt and a purified coal product (PCP), wherein the PCP is in particulate form, and wherein at least about 90% by volume (%v) of the particles are no greater than about 25 pm in diameter; wherein the PCP has an ash content of less than about 10 wt% and a water content of less than around 5 wt%; wherein the combined blended mixture comprises at least around 0.1 wt% and at most around 50 wt% PCP.

[0013] A third aspect provides for an asphalt concrete, wherein the asphalt concrete comprises an asphalt binder as described herein in combination with aggregate.

[0014] A fourth aspect of the invention provides a method of using a purified coal product (PCP), wherein the PCP is in particulate form, and wherein at least about 90% by volume (%v) of the particles are no greater than about 25 pm in diameter; wherein the PCP has an ash content of less than about 5 wt% and a water content of less than around 5 wt%, as an additive for increasing the stiffness of an asphalt binder.

[0015] A fifth aspect of the invention provides a method of using a purified coal product (PCP), wherein the PCP is in particulate form, and wherein at least about 90% by volume (%v) of the particles are no greater than about 25 pm in diameter; wherein the PCP has an ash content of less than about 5 wt% and a water content of less than around 5 wt%, as an additive for increasing the upper temperature performance of an asphalt binder.

[0016] It will be appreciated that the invention may be subjected to further combinations of the features disclosed herein but which are not explicitly recited above.

DRAWINGS [0017] The invention is further illustrated by reference to the accompanying drawings in which: [0018] Fig. 1 shows graphs demonstrating correlations between unaged and rolling thin fdm oven (RTFO) aged continuous upper temperature performance grade (UTPG) versus amount of PCP or limestone present in the mixture (as wt% solids). A shaded circle shows 30% limestone sample which does not fit the trend. For both graphs the upper line is for PCP mixtures and the lower line for limestone mixtures.

[0019] Fig. 2 is a Black space diagram which plots the log of the complex modulus |G*| versus the phase angle for raw data, which is collected by a 4 mm dynamic shear rheometer (DSR) for different frequencies for isotherms at -30, -15, 0, 15, and 30 °C. A region of cross over is indicated showing that the behavior of PCP additive in asphalt is different than limestone.

[0020] Fig. 3 is a graph that shows the relationship between the lower temperature performance grade (LTPG) and the amount of solids comprised within an asphalt mixture in wt%.

[0021] Fig. 4 is a graph that shows the upper temperature performance grade (UTPG) and the rotational viscosity for limestone filler (lower line) and PCP blended (upper line) at different concentrations. The limit for the Superpave specifications is also shown at 3 Pa s.

DETAILED DESCRIPTION OF THE INVENTION

[0022] All references cited herein are incorporated by reference in their entirety. Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.

[0023] Prior to setting forth the invention in greater detail, a number of definitions are provided that will assist in the understanding of the invention.

[0024] As used herein, the term "comprising" means any of the recited elements are necessarily included and other elements may optionally be included as well. "Consisting essentially of’ means any recited elements are necessarily included, elements that would materially affect the basic and novel characteristics of the listed elements are excluded, and other elements may optionally be included. "Consisting of’ means that all elements other than those listed are excluded. Embodiments defined by each of these terms are within the scope of this invention. As used herein, the term “about” refers to a value that is within a tolerance of 1 % above or below the absolute value being described. [0025] The term “coal” is used herein to denote readily combustible sedimentary mineral- derived solid hydrocarbonaceous material including, but not limited to, hard coal, such as anthracite; bituminous coal; sub-bituminous coal; and brown coal including lignite (as defined in ISO 11760:2005). “Native” or “feedstock” coal refers coal that has not been subjected to extensive processing and comprises a physical composition (e.g. maceral content) that is substantially unchanged from the point of extraction. In contrast, the terms “coal-derived product”, “coal replacement product” and “purified coal product (PCP)” are used herein to refer to various coals which have been subjected to one or more processes that lead to a change in physical and/or chemical compositions of the coal such that it is substantially changed from the point of extraction - i.e the un-modified or un-refmed natural state.

[0026] As used herein, the term “ash” refers to the inorganic - e.g. non-hydrocarbon - mineral component found within most types of fossil fuel, especially that found in coal. Ash is comprised within the solid residue that remains following combustion of coal, sometimes referred to as fly ash. As the source and type of coal is highly variable, so is the composition and chemistry of the ash. However, typical ash content includes several oxides, such as silicon dioxide, calcium oxide, iron (III) oxide and aluminium oxide. Depending on its source, coal may further include in trace amounts one or more substances that may be comprised within the subsequent ash, such as arsenic, beryllium, boron, cadmium, chromium, cobalt, lead, manganese, mercury, molybdenum, selenium, strontium, thallium, and vanadium.

[0027] As used herein the term “low ash coal” refer to native coal that has a proportion of ash forming components that is lower when compared to other industry standard coals. Typically, a low ash native or feedstock coal will comprise less than around 12 wt% ash. The term “deashed coal”, or the related term “demineralised coal”, is used herein to refer to coal that has a reduced proportion of inorganic minerals compared to its natural native state. Ash content may be determined by proximate analysis of a coal composition as described in ASTM D3174 - 12 Standard Test Method for Ash in the Analysis Sample of Coal and Coke from Coal. In embodiments of the present invention ash content in purified coal product of less than 10wt%, less than 8 wt%, less than 5 wt% and less than 2 wt% or even less than 1 wt% are obtained. Indeed, the present inventors have found quite unexpectedly that products having very low ash contents of around or below 1 wt% can be obtained from starting material that is as much as 50 wt% ash without having to sacrifice yield levels that render the process un-commercial.

[0028] Inferior coal is a term used in geological survey of the quality of coal seams (e.g. UK coal survey, 1937) and refers to intrinsic ash in coal bands or coal seams above 15.1 wt% and below 40.0 wt%. Coal bands or coal seams consisting of inferior coal contain mineral matter intimately mixed within the coal itself and consequently are very difficult to purify using conventional coal processing techniques.

[0029] As used herein, the term “coal fines” refers to coal in particulate form with a maximum particle size typically less than 1.0mm. The term “coal ultrafmes” or “ultrafme coal” or “ultrafmes” refers to coal with a maximum particle size typically less than 0.5mm (500 microns (pm), approximately 0.02 inches). The term “coal microfmes” or “microfme coal” or “microfmes” refers to coal with a maximum particle size typically less than 20pm.

[0030] Most suitably the particle size of the coal fines that is utilized as feedstock may be at most 1000pm or 500 pm. Specifically, the maximum average particle size may be at most 500pm. More suitably, the maximum average particle size may be at most 300pm, 250pm, 200pm, 150pm, or 100pm. Most suitably, the maximum average particle size may be at most 75pm, 50pm, 40pm, 30pm, 20pm, 10pm, or 5pm. The minimum average particle size may be 0.01pm, 0.1pm, 0.5pm, 1pm, 2pm, or 5pm. Hence, in particular embodiments the invention includes utilisation of nanoscale coal fines with average particle sizes in the sub-micron range. [0031] An alternative measure of particle size is to quote a maximum particle size and a percentage value or “d” value for the proportion by volume of particles within the sample that fall below that particle size. For the present invention, any particle size of coal fines that is suitable for use as an additive for blending with asphalt/bitumen (i.e. an asphalt binder) is considered to be encompassed by the invention. Suitably, the particle size of the coal fines is in the ultrafme range. Most suitably the particle size of the coal fines is in the microfme range. Specifically, the maximum particle size may be at most 500 pm. More suitably, the maximum particle size may be at most 300 pm, 250 pm, 200 pm, 150 pm, or 100 pm. Most suitably, the maximum particle size may be at most 75 pm, 50 pm, 40 pm, 30 pm, 25 pm, 20 pm, 15 pm, 10 pm, or 5 pm. The minimum particle size may be 0.01 pm, 0.1 pm, 0.5 pm, 1 pm, 2 pm, or 5 pm. Any “d” value may be associated with any one of these particle sizes. Suitably, the “d” value associated with any of the above maximum particle sizes may be d99, d98, d95, d90, d80, d70, d60, or d50. A d value represents a mass division diameter; it is the diameter which, when all particles in a sample are arranged in order of ascending mass, divides the sample's mass into specified percentages. The percentage mass of the composition below the diameter of interest is the number expressed after the "d". Hence, a d90 of 10 pm indicates that 90 percent of the mass of the composition is comprised within particles of less than 10 pm in diameter. To maximize the chemical and physical interaction of micronized coal with asphalt binder it is desirable for the coal particle size to be both relatively homogeneous and small, in order to enable the small particles to be well-dispersed in the liquid asphalt phase. For instance, in a specific embodiment of the invention the microfme coal has a d90 or higher of <100 pm, <90 pm, <70 pm, <50 pm, <25 pm, optionally <20 pm, suitably <10 pm. In some embodiments of the invention, the microfme coal has a d99 of <70 pm, <60 pm, <50 pm, <40 pm, <25 pm, optionally <20 pm, suitably <10 pm.

[0032] As used herein, the term “water content” refers to the total amount of water within a sample of coal fines and is expressed as a concentration or as a mass or weight percentage (%m or wt%). When the term refers to the water content in a coal sample it includes the inherent or residual water content of the coal, and any water or moisture that has been absorbed from the environment. As used herein the term “dewatered coal” refers to coal that has an absolute proportion of water that is lower than that of its natural state. The term “dewatered coal” may also be used to refer to coal that has a low, naturally occurring proportion of water. Water content may be determined by analysis of a native or purified coal composition as described in ASTM D3302 / D3302M - 17 Standard Test Method for Total Moisture in Coal.

[0033] The term “hydrocarbonaceous material” as used herein refers to a material containing hydrocarbons; hydrocarbons being an organic compound consisting substantially of the elements, hydrogen and carbon. Hydrocarbonaceous material may comprise aliphatic as well as aromatic hydrocarbons. Coal is a naturally hydrocarbonaceous material as opposed to activated carbon or graphite which typically comprise negligible hydrogen content, and are therefore referred to as “carbonaceous materials”. [0034] Bitumen, or asphalt, asphalt binder, or asphalt cement, is a highly viscous liquid pitch derived from the heavy-residues from crude oil distillation. Asphalt typically comprises a diverse mixture of organic molecules such as naphthene aromatics, polar aromatics, high molecular weight phenolics and carboxylic acids, saturated hydrocarbons and heterocyclic asphaltenes. Typical carbon content is in the range of 80 to 85 wt% with hydrogen content around 10 wt%. The balance is comprised of nitrogen, oxygen and sulfur, with trace amounts of metals such as iron, nickel and vanadium. The primary use of asphalt is as a binder substance when combined with stone or other mineral aggregate in the construction of paving for roads and metalled surfaces. As used herein the term “asphalt binder” is synonymous with asphalt/bitumen.

[0035] Asphalt pavement also referred to as “asphalt concrete” or as “bitumen macadam” typically comprises four major components: coarse aggregate, fine aggregate, mineral filler and asphalt binder. The proportions and properties of these four components may be varied to suit different applications dependent upon expected levels of wear, acoustic characteristics, and required durability. For example, mixtures made with the stiffer grades of asphalt and coarser aggregates are often used in the lower base layers of heavily trafficked roads, whereas optimized aggregate gradations and more engineered asphalts are typically preferred for surface courses. However, in general terms, just over half of an asphalt concrete mixture is made up of coarse aggregate (>2mm particle size) with less than half as finer aggregate. The remainder of the mixture consists of small and almost equal percentages of mineral filler and binder, around 5% by weight of the mixture. Typically asphalt concretes are continuously-graded mixtures such that there is a proportion of every grade of aggregate mixed throughout the composition - gap graded mixtures are designed and used for more specific applications.

[0036] In the UK and Europe, asphalt compositions are expected to meet empirical standards such as BS EN 13108 for asphalt concretes and BS EN 12591 for asphalt cement or bitumen, as well as BS EN 14023 for polymer modified bitumen. These standards present a menu of specification requirements from which individual specifications can be selected. Equivalent standards in the US may include, by way of example, ASTM D946, and D3381. However, in the US, the Superpave (Superior PERforming Asphalt PAVEments) system was developed in the 1990s to give highway engineers and contractors the ability to design asphalt pavements that perform better under extremes of temperature and heavy traffic loads. The Superpave binder specification is a performance-based specification contrary to other specifications which are empirical in nature. It classifies asphalt binders into performance grades, based on a range of climates and pavement temperatures and adaptations take into consideration how to adjust for various traffic loads (AASHTO MP-1 and AASHTO MP-19) The physical properties required for the binder are the same for all grades, but the temperature at which those properties must be attained is determined by the specific climatic conditions at the paving location. The specification applies to all unmodified binders and many modified binders. Superpave binders are designated with a "PG" (performance grade) rating. The first number in the rating indicates the upper-temperature performance grade (UTPG) in degrees Celsius; the second is a negative number indicating the low- temperature grade (LTPG) in degrees Celsius. For example, a binder classified PG58-28 would meet the required physical properties at pavement temperatures as high as 58 °C and as low as -28 °C. Hence, the mix designer will select a Superpave asphalt binder based on considerations such as the climate in which the pavement will serve and the type traffic it will bear. These specifications are presented under ASTM D 6373 or AASHTO M320, for example.

[0037] The present invention is based, in part, upon the identification of advantageous properties associated with purified coal product (PCP) when it used as an additive for the asphalt/bitumen or filler for the asphalt concrete compositions. These advantages may be utilized by mix designers to optimise asphalt binder for a range of paving and surfacing needs.

[0038] Demineralising and dewatering of coal fines to produce a PCP may be achieved via a combination of froth flotation separation, specifically designed for ultrafmes and microfme particles, plus mechanical and thermal dewatering techniques. Typically, PCP may be produced from a feedstock of particulate coal via processes that comprise particle size reduction, mineral matter removal, dewatering and drying. Some or all of these steps may be altered or modified to suit the specification of the starting material or of the desired end product. The key process steps are summarised below in relation to a typical starting material derived from an impoundment, tailings pond or production tailings underflow.

Particle size reduction [0039] The starting material is reduced to a particle size of d80=30-50 microns (or finer in some coals) to achieve efficient separation to a target mineral matter (ash) content of 5-8 wt%. To achieve this, a feed comprising the starting material is diluted with water to achieve a solids content of in the range 20-40 wt%, then ground in a ball or bead mill depending on the top size of the feedstock. The product is screened at a size range of approximately 100 microns to exclude particles above this size. A dispersant additive may be included to optimise energy use during size reduction (e.g. lignin-based dispersants, such as Borresperse, Ultrazine and Yanisperse manufactured by Borregaard, 1701 Sarpsborg, Norway). Suitable equipment for size reduction is manufactured by Metso Corporation, Fabianinkatu 9 A, PO Box 1220, FI-00130 Helsinki, FIN-00101, Finland; Glencore Technology Pty. Ltd., Level 10, 160 Ann St, Brisbane QLD 4000, Australia, and FLSmidth, Yigerslev Alle 77, 2500 Valby, Denmark.

Ash removal

[0040] One or a series of froth flotation stages are carried out to bring the entrained mineral content down to the target level. For some coals where the mineral matter is disseminated mainly within sub- 10-micron size domains, more than one stage of flotation following further milling may be required to achieve a low ash level.

[0041] During froth flotation a coal slurry is diluted further with water typically to a range of 5- 20 wt% solids then collected in a tank and froth flotation agents, known as frother (e.g. methyl iso-butyl carbinol and pine oil) and collector (e.g. diesel fuel or other hydrocarbon oil, and Nasmin AP7 fromNasaco International Co., Petite Rue 3, 1304 Cossonay, Switzerland), are added using controlled dose rates. Micro particle separators (e.g. Flotation test machines manufactured by Eriez Manufacturing Co., 2200 Asbury Road, Erie, Pa. 16505, USA, by FLSmidth, Vigerslev Alle 77, 2500 Valby, Denmark, by Metso Corporation, Fabianinkatu 9 A, PO Box 1220, FI-00130 Helsinki, Finland, and GTEK Mineral Technologies Co. Ltd.) fdled with process water and fdtered air from an enclosed air compressor are used to sort hydrophobic carbon materials from hydrophilic mineral materials. Froth containing hydro-carbonaceous particles overflows the tank and this froth is collected in an open, top gutter. The mineral pulp is retained in the separation tank until discharged, whereas the demineralised coal slurry is de aerated, before being subjected to additional processing.

Dewatering

[0042] The concentrate from froth flotation is dewatered with a fdter-press or tube-press to a target range of 20-50wt% depending on the actual particle size, under pressure or vacuum, sometimes with air-blowing, to remove water by mechanical means, in order to generate feed for the extruder. Suitable fdter-press equipment is manufactured by Metso, FI-00130 Helsinki, Finland, FLSmidth, Yalby, Denmark, and by Outotec. Rauhalanpuisto 9, 02230 Espoo, Finland. [0043] In some instances, flocculant (or thickener, e.g. anionic polyacrylamide additive manufactured by Nalco Champion, 1 Ecolab Place, St. Paul, MN 55102-2233, USA) is added to optimise settling properties and underflow density. To optimise the procedure settling tests are carried out to measure settling rates and generate a settling curve, tracking underflow density with time.

[0044] Filtration may also be necessary depending on the fdtration rate and resultant cake moisture. To optimise the procedure feed % solids (thickened / un- thickened), feed viscosity, pH and fdtration pressure will be measured, Filter cloths are chosen after assessment of cake discharge and blinding performance. Suitable fdter cloths are manufactured by Clear Edge Filtration, 11607 E 43rd Street North, Tulsa, Oklahoma 74116 USA.

[0045] In some circumstances a Decanter Centrifuge can be incorporated into the process design to concentrate the solids content prior to the fdter press. Suitable equipment is manufactured by Alfa Laval Corporate AB, Rudeboksvagen 1, SE-226 55 Lund, Sweden.

Drying

[0046] The PCP product may be dried thermally to reduce water to below 5wt%. This may be achieved directly on the PCP, or by pelleting it first to facilitate handling, by conveying it to a belt dryer where oxygen-deprived hot process air is blown directly over the microfme coal. Suitable equipment is manufactured by STELA Laxhuber GmbH, Ottingerstr. 2, D-84323 Massing, Germany or by GEA Group Aktiengesellschaft, Peter-Miiller-Str. 12, 40468 Diisseldorf, Germany.

[0047] According to embodiments of the present invention, there is provided a process that blends either as a dry or wet mix the solid particulate matter of de-watered, demineralised microfme coal (PCP), suitably in a feedstock with an asphalt/bitumen, and optionally also with aggregate to form an asphalt concrete mixture. Suitably the PCP is utilized as an additive filler and also to impart desirable properties to an asphalt concrete, such as an improved upper temperature performance grade (UTPG), enhanced stiffness and/or increase resistance to deformation under heavy loads, slow traffic and/or at higher temperature climates. The amount of microfme PCP coal that may be blended with the asphalt/bitumen to form a combined binder composition is at least 0.1 wt% (zero point one weight percent), not less than 1 wt%, 5 wt%, 10 wt%, or 20 wt%; and/or not more than 50 wt%, 40 wt%, or 30 wt%. This allows for considerable economies of production, by replacing a significant proportion of asphalt/bitumen component with cheaper PCP material but without deleterious reductions in performance that might occur if a conventional mineral filler was used instead. The combined blend may also be introduced into existing mixing and pavement laying equipment as well as processes for laying of pavement, without extensive re-design of conventional equipment.

[0048] In specific embodiments, the invention provides for the blending or mixing of de watered, demineralised microfme PCP, with asphalt/bitumen prior to subsequent combination with aggregate. The PCP-asphalt combined product represents a solid-liquid blended product that may be stored for future use.

[0049] According to further specific embodiments of the invention, at least about 90% by volume (%v) of the PCP particles are no greater than about 25 pm in diameter; optionally no greater than about 15 pm in diameter, optionally no greater than about 5 pm in diameter.

Suitably, the PCP has an ash content of less than about 2 wt%, suitably less than about 1.5 wt%; optionally not more than 1 wt%. Optionally, the PCP has a water content of less than around 2 wt% and/or a sulfur content of less than around 2 wt%; optionally no greater than around 1 wt%, optionally no greater than 0.5 wt%. [0050] The invention provides for methods for the manufacture of an asphalt concrete mixture, comprising combining an amount of PCP with an asphalt and subsequently with aggregate to produce a combined asphalt-PCP mix. The step of combining PCP with asphalt may be carried out at first temperature (Ti) of not less than 60 °C, suitably not less than 80 °C, typically not less than 100 °C and optionally around 120 °C. The asphalt-PCP mix may be subjected to one or more blending stages. To further facilitate the mixing of the PCP asphalt/bitumen blend the temperature may be elevated further during mixing to a second temperature (T2) that is greater than the first temperature (i.e. T2>Ti). The second temperature may be greater than 120 °C, suitably above 150 °C, optionally around 170 °C. The homogenous mixture of PCP and asphalt may be cooled and stored or combined directly with aggregate and additional filler, if required, to form an asphalt concrete composition. Typical proportions of asphalt to aggregate/filler will vary depending upon the intended end use specifications or applications. Exemplary proportions include asphalt-PCP: aggregate of 2:98; 3:97; 4:96; 5:95; 6:94; 7:93; 8:92; and 10:90. Combination of asphalt-PCP with aggregate is suitably carried out at temperatures in excess of 100 °C, suitably between 120 °C and 180 °C, typically around 160 °C.

[0051] To improve performance of asphalts, additives are often included, e.g. polyphosphoric acid (PPA) (Jaroszek, H., Polyphosphoric acid in road asphalt modification, CHEMIK 2012, 66, 12, 1340-1345, https://www.researchgate.net/publication/282990072 Polyphosphoric acid PPA in road aspha Its modification, and Buncher, M., PPA modification and performance testing, The Asphalt Institute, http://asphaltmagazine.com/ppa-modification-and-performance- testing/#:~:text=The%20typical%20PPA%20dosage%20rate,use%20o f%20other%20polymer%2 Omodifiers.) and polymer modifying additives (Walker, D., The benefits of modified asphalts, The Asphalt Institute magazine, http ://asphaltmagazine . com/the-benefits-of-modified-asphalts/) . [0052] PPA is included to improve stiffness at higher climatic temperatures or to effect so called ‘grade bumping’ which is where an additive is included in order to make a marginal asphalt meet specification. Modifiers, such as low density polyethylene and ethylene vinyl acetate, elastomers (e.g. crumb rubber) chemical modifiers, extenders, oxidants and antioxidants, hydrocarbons and anti- stripping additives are often included especially to improve fatigue, thermal cracking resistance, and moisture damage. Additives which promote adhesion between the asphalt and the rock aggregate interface in the presence of moisture are known as anti-stripping agents. These are often dependent on base chemistry and are required in some US states to reduce moisture damage.

[0053] In one embodiment of the invention, the PCP is used as a UTPG booster additive for asphalt/bitumen blends. In this embodiment, the asphalt/bitumen blend may be utilized for a concrete mixture may comprise an asphalt/bitumen base, coarse and fine aggregate and a primary filler, wherein the PCP is included as a minority component in a sufficient quantity to cause an increase in the UTPG. Suitably the amount of PCP included as a UTPG booster additive may range from at least 0.1 wt%, 1.0 wt%, 5 wt% and 10 wt%, to at most 50 wt%, 30 wt%, typically less than 25 wt% of the total composition. Accordingly, the PCP may increase UTPG by at least 2 °C, generally by 5 °C, generally by 8 °C, suitably by 10 °C and most typically by 18 °C, but not by more than 50 °C

[0054] The compositions of the present invention may contain other materials such as fillers including carbon black, calcium carbonate, limestone, hydrated lime, steel slag, fly ash, chalk, or ground rubber tires (e.g. crumb rubber). Other materials which may be incorporated in these compositions generally in the liquid asphalt itself, include unsaturated block copolymers like styrene-butadiene- stirene (SBS), SEBS, and stirene-isoprene-stirene (SIS) block copolymers; SBR and plastomers such as low-density polyethylene (LDPE) and ethylene-vinyl acetate (EVA), ethylene-butyl acrylate (EBA), polypropylene including atactic polypropylene. If other materials are added such as Fisher Tropsch paraffins, gilsonite, or polyphosphoric acid, the relative amounts of the asphalt/bitumen-PCP specified herein remain the same.

[0055] The invention is further illustrated by the following non-limiting examples.

EXAMPLES

[0056] Example 1: Comparison of Asphalt-PCP blends with Medium-Hard Asphalt blends containing an inert filler (i.e. limestone)

Materials and Testing Methods [0057] A Medium-Hard Asphalt (BI-0002, residue from North Slopes and Mid Valley California crudes) was heated to 120 °C, mixed by hand and added to a metal can containing a pre weighted amount of limestone (3.5 micron average size, Vicron 15-15 from Minerals Technologies Inc.). The amount of asphalt (100 g _aS phait - x giimestone) was added to make 100 g blends of 10% (10 g), 20% (20 g) and 30% (30 g) limestone as a relatively inert control material. The samples were maintained around 120 °C and gently stirred by hand to incorporate the limestone. The samples were then heated to 170 °C using an oil bath and blended with a high shear mixer for 60 minutes under a gentle flow of nitrogen. PCP derived from a US source bituminous coal was blended with asphalt BI-0002 at 5, 20 and 35 wt% under a similar protocol to that described for limestone.

[0058] It should be noted that limestone has a density of approximately double that of PCP. [0059] According to Superpave specifications (American Association of State Highway and Transportation Officials AASHTO MP-1, Standard Specification for Performance Graded Asphalt Binder), the Performance Grade (PG), of the asphalt/bitumen consists of two numbers in degrees Celsius: for example a common PG grade is 64-22. The first number is the upper temperature which satisfies criteria for the surface temperature and traffic load that the asphalt will be applied as a pavement — as the upper temperature PG (UTPG) goes up for stiffer asphalt/bitumen. This temperature is determined by measuring properties (stiffness modulus and phase angle) at different temperatures and a given frequency with 25 mm parallel plates in a dynamic shear rheometer (DSR) on the unaged asphalt.

[0060] When asphalt is used in paving applications it is heated to temperatures around 160-180 °C and blended with dry hot rock aggregate (5:95 asphalfaggregate in weight %) and then applied as a loose mix (asphalt concrete) with significant compaction (105-145 °C) to achieve a pavement mat. To simulate the oxidation which takes place in the thin asphalt mastic film under these mixing and laying conditions the unaged asphalt is subjected to rolling thin film oven (RTFO, also referred to short-term aging) aging test according to standard methods, such as AASHTO T 240, Standard Specification for Effect of Heat and Air on a Moving Film of Asphalt (Rolling Thin Film Oven Test). According to Superpave specification, the RTFO aged material should also be tested by DSR using a different set of criteria to evaluate the UTPG. The DSR values from the unaged and RTFO asphalt are then compared and whichever is lower is used as the UTPG. It should be noted that the Superpave system divides grades of asphalts into 6 °C increments, but in these examples the exact, or continuous, PG is used.

[0061] In the Superpave PG schema, the second number (64-22) is a negative number in °C which takes into account the cold surface temperature for the climate in a given geographical area where the pavement will be applied and ensure thermal cracking resistance of the binder. Asphalts in warmer climates, like southern states of the USA (e.g. Texas) or the Middle East, require a higher UTPG and can tolerate higher lower temperature PG (LTPG); whereas, colder climates, like northern USA, northern Europe or Canada, require asphalts with a much lower LTPG to prevent thermal cracking but can also tolerate a lower UTPG, depending on the application. The low temperature PG has been determined using 4 mm parallel plates in a DSR and measuring values over a range of isotherms for the asphalt after laboratory aging. The values which are measured are a stiffness (S), the rate of relaxation (m-value), and the critical temperatures at which they reach defined Superpave criteria; whichever of these critical temperature values is higher is used for the LTPG (Four-mm Dynamic Shear Rheometry, US Federal Highway Administration Tech Brief FHWA-HRT-15-053). The laboratory aging which is used prior to measuring these properties is a combination of RTFO followed by pressure aging vessel (PAY) according to specifications such as in AASHTO R 28. PAY aging, is often referred to as long-term aging, and was intended to simulate oxidative aging in pavement after 5 years - it has been since discovered that it simulates between 2 and 4 years

[0062] Another component to Superpave specifications is related to the workability of the asphalt. To gauge workability, or the ability to easily pump and handle the hot asphalt during paving, the viscosity is measured using a rotation viscometer at 135 °C. It is desired that the viscosity be below 3 Pa.s under these conditions.

Test results for asphalt-PCP and asphalt-limestone blends

[0063] Unaged limestone blends and RTFO blend properties were measured by DSR according to Superpave specifications and the UTPG determined, these values are provided in Table 1.

Table 1. Unaged and RTFO continuous UTPG for Medium-Hard Asphalt blends

[0064] There is a positive correlation between the UTPG and the amount of solids blended into the asphalt, as shown in Figure 1. For the unaged blends, the UTPG for PCP mixes increased at a much greater rate (steeper slope) relative to limestone. The difference in the slopes between PCP and limestone for the RTFO aged materials are less, but still significant. In both PGs, PCP increases UTPG more significantly than limestone.

[0065] This is verified by the Black space diagram which plots the log of the complex modulus |G*| versus the phase angle for raw data for the 4 mm DSR raw data collected for both PCP and Limestone at 20 wt% and shown in Figure 2. A region of cross over is indicated showing that the behavior of PCP additive in asphalt is different than limestone. At higher temperature isotherms (i.e. in the higher phase angle region) it is worthy to note that the PCP containing asphalt is stiffer (larger complex modulus, G*) than that containing limestone. This indicates greater ability of PCP-containing asphalt to reduce deformation (rutting) when used as asphalt concrete than for limestone-containing asphalt.

[0066] A number of common additives are used in the paving industry to increase the UTPG by a few degrees to bring an asphalt that is slightly off specification into a desired specification, or to bump its grade as described previously. This practice of increasing the UTPG by a few degrees is known as ‘PG boosting’, and the most common additive used for this purpose is polyphosphoric acid (PPA). PPA has excellent properties because it increases the UTPG with little or no detriment to the LTPG. However, PPA requires special handling as it is corrosive to mild and carbon steel. PPA has also been banned in some states in the US due to unfavorable interactions with basic additives (e.g. hydrated lime and amine based products) which are added to reduce moisture damage. Additives which promote adhesion between the asphalt and the rock aggregate interface in the presence of moisture are known as anti- stripping agents. These are often dependent on basic chemistry and are required in some US states to reduce moisture damage (i.e. stripping). Hydrated lime (calcium hydroxide) is also a common fdler used in the pavement mixture design for several US state Department of Transportation (DOT) agencies. PPA can also induce H2S generation by deactivation of metal scavengers added to control H2S), particularly when combined with sulfur crosslinked PMA’s (Baker Hughes Case Study, SULFIX scavenger ensured safe production of PPA asphalt by mitigating H2S regeneration, https://www.bakerhughes.com/case-study/sulfix-scavenger-ensu red-safe-production-ppa-asphalt- mitigating-h2s-regeneration). In contrast PCP, due to its hydrocarbonaceous origins and absence of acidic groups in its irregular aromatic/aliphatic polymeric structure, does not have any such negative interactions.

[0067] The relatively high surface area of PCP (22 m ² /g) offers potential to impart other benefits to asphalt mixes, e.g.

• By adsorbing odor and volatile hydrocarbon emissions during use,

• By acting as a stabilising agent for Pickering emulsions for cold mix, and chip seals and other surface treatments (ZhongQiu Chen & Zhigang Li, Preparation and stabilisation mechanism of asphalt- in- water Pickering emulsion stabilised by Si02 nanoparticles, Road Materials and Pavement Design, 22:7, 1679-1691, 2021, https://doi.org/10.1080/14680629.2019.1708431). Here the presence of both hydrophilic (e.g. aromatic and aliphatic OH groups) and hydrophobic (e.g. fused aromatic structures, aliphatic bridges between aromatic structures) sites is important.

[0068] Any promising upper temperature PG-boosting effect must be checked against the response at lower temperatures by monitoring the LTPG. This is because most additives that increase the UTPG also raise the LTPG. To generate an optimal asphalt product, UTPG enhancing additives should have negligible effect on the LTPG properties. It is often the case that products which can increase the UTPG also increase the LTPG so that the LTPG falls out of specification. LTPG properties — measured by 4 mm DSR — are shown in Table 2.

Table 2. Continuous LTPG. stiffness (S) critical temperature, rate of relaxation Cm -value) critical temperature. ATc (S - m-value).

[0069] By plotting the LTPG properties, relative to the weight percent of solids, PCP increases the LTPG modestly, but then levels off, as shown in Figure 3. The results show that the LTPG increases by less than half of the gain in the UTPG. This means that the LTPG is less affected than the UTPG, when using PCP as an additive which represents a real benefit. In the case of limestone, the LTPG decreases from 10 to 20 wt% but then increases for 30 wt%. The increase at 30 wt% limestone is likely due an increased stiffness occurring from particle-particle interactions, which is well documented to occur around 30% of filler in asphalt. In any case, PCP increases the LTPG slightly and does not have any adverse effect on the ATc value (more negative means more prone to cracking, see Table 2). This means that PCP additive presents a very low risk for promoting cracking in asphalt pavement.

[0070] An important aspect of asphalt paving relates to the practical handling of asphalt in current mix plant and paving equipment. This is determined by the rotational viscometer specification for pumpability, mixability and workability of asphalt, which in order to meet Superpave standards should be < 3 Pa s when measured at 135 °C. Figure 4 shows that PCP (upper line) increases the viscosity of an asphalt blend to a lesser extent as compared to limestone filler (lower line). It is surprising that PCP can significantly improve UTPG, yet remain within viscosity specifications, even at a high concentration of 35 wt% PCP. In contrast, the use of limestone as an additive, even at 10 wt% fails to meet this viscosity requirement, nor does it increase UTPG as effectively as PCP. Under all the concentrations evaluated, limestone produces a much higher viscosity that is outside of the specification range. However, PCP is within specification limits for all concentrations tested.

[0071] Example 2: Comparison of Asphalt-PCP blends with Medium-Soft and Medium Asphalt blends

[0072] As described in example 1, PCP derived from a US source bituminous coal was blended at 10 wt% with a Medium-Soft Asphalt manufactured in a US Gulf Coast refinery (sample GC) and a Medium softening Asphalt manufactured in a US West Coast refinery (sample WC). Unaged blends and RTFO blend properties were measured as before by DSR according to Superpave specifications and the UTPG determined, these values are provided in Table 3.

Table 3. Unaged and RTFO continuous UTPG for Medium and Medium-Soft Asphalt blends with PCP [0073] For both Asphalt grades a significant increase in the Upper PG value, whether unaged or aged, was obtained when 10% PCP was added:

• For WC Asphalt Unaged UTPG was increased by 6°C and under RTFO conditions increased 7.7°C;

• For GC Asphalt Unaged UTPG was also increased by 6°C and under RTFO conditions increased 6.1°C.

[0074] Example 3: Comparison of an Asphalt-PCP blend with Asphalt-PPA blends [0075] PPA, which is widely used at low concentrations as a PG booster for asphalts, was discussed in Example 1. Here, as described in example 1, PCP derived from a US source bituminous coal was blended at 10 wt% with a Medium Asphalt manufactured in a US West Coast refinery (sample WC). Similarly, Polyphosphoric acid (PPA, grade 105%) was blended with WC at 0.5 wt% and 1.0 wt%. Unaged blends and RTFO blend properties were measured as before by DSR according to Superpave specifications and the upper and lower temperature performance grades determined, these values are provided in Table 4.

Table 4. UTPG and LTPG properties for Medium-Asphalt blends with PCP and separately with

Polyphosphoric acid (PPA) Note: * When calculating the low temp PG 10°C must be subtracted from either the Tc(S) or Tc(m) whichever is higher, so -20.6 °C becomes -30.6 °C giving a standard PG of -28

[0076] The results in Table 4 show that:

• Both PPA and PCP increase both unaged and RTFO UTPG values. Thus, both additives are effective UTPG boosters.

• Both 10% PCP and 0.5% PPA addition have a similar limited impact on LTPG, compare m- values of -19.6°C, -20.9°C respectively with -20.6°C for the unadditivated Asphalt WC. As a result, the lower standard PG for all three modified blends is unaltered.

• Although 1.0% PPA addition increases unaged and aged (RTFO) UTPG further to 77.4°C and 77.8°C respectively), at this level when blended with Asphalt WC, PPA negatively impacts low temperature properties. A significantly larger negative value for the cracking parameter, DTe, is observed which indicates poorer relaxation properties that can contribute to non-load related cracking or other age-related embrittlement distresses in an asphalt pavement.

(https://www.fhwa.dot.gov/pavement/asphalt/HIF_Delta_Bind er_Spec_TchBrf.pdf). For the 10% PCP-WC Asphalt blend, DTe, actually improves slightly.

[0077] Example 4: Storage of an Asphalt-PCP blend

[0078] The effect of storage at 150°C for 48 hours on Upper Temperature Performance grade properties was investigated for Asphalt WC and a blend of 10% PCP with Asphalt WC, Table 5. Here, samples from the top and bottom of the storage container were analyzed by DSR according to ASTM D7175, Standard Test Method for Determining the Rheological Properties of Asphalt Binder Using a Dynamic Shear Rheometer and the differences expressed as percentages. ASTM D7175 defines the acceptable repeatability range for a single operator as 6.4%.

Table 5. Upper Temperature Performance grade properties after storage at 150°C for 48 hours

[0079] The results in Table 5 show that the differences between bottom and top samples for Phase angle and shear modulus (G*) are very small and effectively the same for the 10% PCP blend as for the 100% Asphalt WC. The 2.2% difference between top and bottom measured for UTPG is well within the repeatability range of 6.4% and hence is not significant.

[0080] Thus, no change in the key properties of the 10% PCP/Asphalt blend were observed from storage at 150°C for 48 hours.

[0081] Although particular embodiments of the invention have been disclosed herein in detail, this has been done by way of example and for the purposes of illustration only. The aforementioned embodiments are not intended to be limiting with respect to the scope of the invention. It is contemplated by the inventors that various substitutions, alterations, and modifications may be made to the invention without departing from the spirit and scope of the invention.