{"id":3961,"date":"2017-05-21T11:44:43","date_gmt":"2017-05-21T08:14:43","guid":{"rendered":"http:\/\/gilsoniteco.com\/?p=3961"},"modified":"2017-08-20T09:38:40","modified_gmt":"2017-08-20T06:08:40","slug":"gilsonite-asphalt-mixture","status":"publish","type":"post","link":"http:\/\/gilsoniteco.com\/?p=3961","title":{"rendered":"Gilsonite Usage in Asphalt Mixture"},"content":{"rendered":"<p>Gilsonite-Asphalt Mixture<\/p>\n<p><img fetchpriority=\"high\" decoding=\"async\" class=\"alignnone wp-image-3965 \" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/emulsion-css-1.jpg\" alt=\"Gilsonite-Asphalt mixture\" width=\"505\" height=\"379\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/emulsion-css-1.jpg 800w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/emulsion-css-1-300x225.jpg 300w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/emulsion-css-1-768x576.jpg 768w\" sizes=\"(max-width: 505px) 100vw, 505px\" \/><\/p>\n<h2>Gilsonite-Asphalt mixture &#8211; Application of Gilsonite in Hot Mix Asphalt<\/h2>\n<h3>Definition Of Gilsonite<\/h3>\n<p style=\"text-align: justify;\"><a href=\"http:\/\/gilsoniteco.com\/2017\/04\/09\/gilsonite\/\" target=\"_blank\" rel=\"noopener\">GILSONITE <\/a>is a pure hydrocarbon, with a melting point between <span style=\"font-family: verdana, geneva, sans-serif;\">160<\/span>\u00b0C and <span style=\"font-family: verdana, geneva, sans-serif;\">220<\/span>\u00b0C. The mineral is natural bitumen and geologically petroleum based solid and therefore extremely compatible with petroleum bitumen. When blended, a very intimate molecule of GILSONITE and bitumen is formed, one that takes on some hardness and durability of GILSONITE while still retaining the flexibility of the bitumen. Gilsonite is mined in underground shafts and resembles shiny, black substance similar in appearance as the mineral Obsidian It is brittle and usually micronized into dark brown powder. It is mainly composed of asphaltenes; thus, Gilsonite Is classified as a Natural Asphalt and also known as Gilsonite or Uintaite. Discovered in the <span style=\"font-family: verdana, geneva, sans-serif;\">1860s<\/span>, it was first marketed as a lacquer, electrical insulator, and waterproofing compound. This unique mineral is used in more than <span style=\"font-family: verdana, geneva, sans-serif;\">160<\/span> products, primarily in dark-colored printing inks and paints, oil well drilling muds and cement, asphalt modifiers, foundry sand additives, and a wide variety of chemical products.<\/p>\n<h3>Product Description<\/h3>\n<p><img decoding=\"async\" class=\"alignnone wp-image-3964 \" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/gilsonite.iran_-1.jpg\" alt=\"Gilsonite in Hot Mix Asphalt\" width=\"504\" height=\"378\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/gilsonite.iran_-1.jpg 630w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/gilsonite.iran_-1-300x225.jpg 300w\" sizes=\"(max-width: 504px) 100vw, 504px\" \/><\/p>\n<p style=\"text-align: justify;\">GILSONITE is mined in underground shafts and resembles shiny, black substance similar in appearance as the mineral Obsidian. It is brittle and usually micronized into dark brown powder. It is mainly composed of asphaltenes; thus, Gilsonite Is classified as a Natural Asphalt.<\/p>\n<p style=\"text-align: justify;\">GILSONITE doesn\u2019t contribute to low-temperature cracking. This is contrary to logic and experience with other bitumen modifiers that also impart hardness, The semi-polymeric nature of GILSONITE and its unique chemical composition is responsible for this unusual behavior. The high asphaltene content and high molecular weight function mainly as a solution thickener or flow controller, These two factors are the main reason for the improvement in the pavement stability characteristics. The high nitrogen content of GILSONITE gives the modified bitumen better adhesion to aggregate which improves stripping characteristics, as well as oxidation resistance. The minimal sulfur content also means that GILSONITE is a low odor product GILSONITE only needs <span style=\"font-family: verdana, geneva, sans-serif;\">1\/3<\/span> of other natural asphalts to give even better performance. Due to its pureness, only a replacement of <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span> \u2014 <span style=\"font-family: verdana, geneva, sans-serif;\">15<\/span> % of the actual bitumen content shows significant improvement in stiffness and re\u00adsistance to deformation as well as ductility and viscosity.<\/p>\n<h3>Gilsonite in Hot Mix Asphalt<\/h3>\n<p><img decoding=\"async\" class=\"alignnone wp-image-3976 \" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Crackfilling_1.jpg\" alt=\"Gilsonite in Hot Mix Asphalt\" width=\"506\" height=\"323\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Crackfilling_1.jpg 580w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Crackfilling_1-300x191.jpg 300w\" sizes=\"(max-width: 506px) 100vw, 506px\" \/><\/p>\n<p style=\"text-align: justify;\">According to FHWA (U.S. Federal Highway Administration) research data, up to <span style=\"font-family: verdana, geneva, sans-serif;\">80<\/span>% of pavement flexibility is lost during the first <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span> years. When the aging process is halted and the pavement is preserved early on, maintenance is less invasive and much less expensive. Furthermore, FHWA, FAA (Federal Aviation Administration), NAVFAC (Naval Facilities Engineering Command), MDOT (Michigan Department of Transportation), and AzDOT (Arizona Department Transportation), research shows agencies that used Gilsonite-based treatments reduced pavement replacement costs by up to <span style=\"font-family: verdana, geneva, sans-serif;\">60<\/span>% compared to using the worst first-practices. While HMA (Hot Mix Asphalt) pavements perform poorly when they become hard (like cement), when Gilsonite is applied to the surface of asphalt pavement it maintains oils, resiliency, and flexibility by filling micro-voids and keeping asphalt binders soft and pliable. The use of Gilsonite lowers viscosity by over <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span>%, increases ductility by <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span>%, and increases Marshall Stability by almost <span style=\"font-family: verdana, geneva, sans-serif;\">40<\/span>% (strength of binder) after just 5 years. Contrary to many engineers\u2019 belief, Gilsonite does NOT harden pavement. However, it DOES toughen the surface to better withstand traffic and the aging process. The stability of Gilsonite-fortified pavements makes them more resistant to problems, such as rutting and shoving and increases the pavement\u2019s load carrying ability. In some cases, these high-performance mixes will halt, and reverse the effects of aging and degradation from water penetration, oxidation, and UV radiation. In addition, other benefits include increased resistance to water stripping, oxidation, and the aging process.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Application and usage<\/h3>\n<p style=\"text-align: justify;\">Gilsonite is the best material to be used in bitumen and asphalt production, given to its high content in asphaltenes. It is widely used in China to make bitumen from fuel oil and to give asphalt a harder resistance. In Northern Europe and North America, we can find a wide literature on tests and concrete applications. The product can be added to pure bitumen or added during the hot mix manufacturing. The product is normally used in powder, in mesh <span style=\"font-family: verdana, geneva, sans-serif;\">100<\/span>. It can be supplied in jumbo bags easy to use.<\/p>\n<h2>Benefits of \u00a0Natural Bitumen Usage in Asphalt Mixture<\/h2>\n<ul>\n<li style=\"text-align: justify;\">It can be use as a binder modifier to improve strength and performance of road surfaces (pavements)<\/li>\n<li style=\"text-align: justify;\">Natural bitumen modifier can be used for hot mix pavement and NO additional equipment is required.<\/li>\n<li style=\"text-align: justify;\">Natural bitumen can be added to recycled asphalt or pavements<\/li>\n<li style=\"text-align: justify;\">Natural bitumen has been known for its high life, stability, durability, exceptional deformation result, the High-temperature stability of asphalt pavement and it also increase water-stripping resistance.<\/li>\n<li style=\"text-align: justify;\">Low temperature cracking resistance and water damage.<\/li>\n<li style=\"text-align: justify;\">Natural bitumen will increase the road strength while road can be almost <span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span>% thinner in comparison to deferent pavements.<\/li>\n<\/ul>\n<h3>Gilsonite-Asphalt mixture &#8211; Gilsonite Solubility<\/h3>\n<p style=\"text-align: justify;\">A variety of sophisticated analytical tests has been run on Gilsonite to characterize its unique properties. For reference, the test methods include vacuum thermal gravimetric analysis (TGA), nuclear magnetic resonance (NMR), Fourier transforms infrared spectrometry (FTIR), vapor pressure osometry (VPO), high-performance liquid chromatography (HPLC), rapid capillary gas chromatography (RCAP), and several fractionation techniques. H\/C ratios and NMR analysis indicate the presence of a significant aromatic fraction. Most of the aromatics exist in stable, conjugated systems, probably porphyrin-like structures that relate to the geologic source of the product. The remainder of the product consists of long, paraffinic chains.<\/p>\n<p style=\"text-align: justify;\">The unique feature of Gilsonite is its high nitrogen content, which is present mainly as pyrrole, pyridine, and amide functional groups. Phenolic and carbonyl groups are also present. The law oxygen content relative to nitrogen suggests that much of the nitrogen has basic functionality. This probably accounts for Gilsonite\u2019s special surface wetting properties and resistance to free radical oxidation. The average molecular weight of Gilsonite is about <span style=\"font-family: verdana, geneva, sans-serif;\">3000<\/span>. This is very high relative to other asphalt products and to most synthetic resins. This may relate to Gilsonite\u2019s \u201csemi-polymeric\u201d behavior when used as a modifying resin in polymeric and elastomeric systems. There is some reactive potential in Gilsonite. Crosslinking and addition type reactions have been observed. Gilsonite is known to react with formaldehyde compounds under certain conditions Gilsonite is an important component of today\u2019s printing <a href=\"http:\/\/gilsoniteco.com\/ink\/\" target=\"_blank\" rel=\"noopener\">inks<\/a>, <a href=\"http:\/\/gilsoniteco.com\/paint\/\" target=\"_blank\" rel=\"noopener\">paints<\/a> &amp; <a href=\"http:\/\/gilsoniteco.com\/industry\/\" target=\"_blank\" rel=\"noopener\">industrial<\/a> coatings. Gilsonite is used as a hard resin and carbon black dispersant in a variety of coatings. Solutions of \u00a0Gilsonite (sometimes called cutbacks or varnishes) are an excellent starting point for blending Gilsonite with other components of a final product formulation. Some formulators convert dry Gilsonite into liquid solution in their own facilities. Others will request a pre-made solution. Converting dry, granular Gilsonite to a liquid solution also provides the opportunity to remove the small amount of abrasive grit that occurs in natural asphalt. Stabilizing additives can also be added if a poor solvent is used or if high concentrations of Gilsonite are desired. Solubility: Gilsonite is soluble in aliphatic, aromatic and chlorinated hydrocarbon solvents. It has limited solubility in most ketones but is soluble in mixed aromatic solvents that contain a ketone component. Gilsonite is not soluble in water, alcohols, or acetone.\u2028 Solution Preparation: Three basic procedures are used to dissolve Gilsonite. In each case, precautions for flammable materials should be used. Cold-cutting: Gilsonite is generally soluble in aliphatic and aromatic solvents at ambient temperatures. Some agitation should be used. The rate of the solution will depend on the type of solvent, the type and severity of mixing, and the grade of Gilsonite. The solution rate can be increased by using a high shear mixer, such as a Cowles disperser. When a ball mill or a paddle mixer is used, lump grade Gilsonite is recommended. When high energy mixing is available, either lump or pulverized grades may be used. Care must be taken to avoid \u201cdry balls\u201d of undissolved solid when using pulverized grades. Hot-cutting: The rate of solution can be increased by heating. Steam coils or hot oil is preferred. Direct-fired heating can be hazardous. Care must be taken to avoid or make up for vaporized solvent. Facilities for solvent containment are often necessary. The maximum processing temperature will depend on the boiling range of the solvent. Hot fluxing: Gilsonite can be hot fluxed into asphalts and high boiling oils. Once blended, the combination can then be let down with a solvent to reach the desired viscosity. This hot fluxing with another product can help overcome limitations of solubility. Selecting the correct blend or co-solvent can yield compatibility with a solvent that is normally of limited solubility. Hot Fluxing Procedure: Heat the oil to <span style=\"font-family: verdana, geneva, sans-serif;\">200<\/span> \u00b0F or more. Most of the high boiling, low aromatic ink oils in use today will require a temperature of at least <span style=\"font-family: verdana, geneva, sans-serif;\">300-330<\/span> \u00b0F. With good agitation, add dry Gilsonite at a rate that maintains constant dispersion of the particles until they dissolve. Be alert for foaming that can be caused by traces of moisture in the Gilsonite. Continue to agitate for <span style=\"font-family: verdana, geneva, sans-serif;\">15<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span> minutes beyond the point when the last of the Gilsonite particles is detected. The Gilsonite should now be completely dissolved and the solution ready for discharge. Filtration: The varnish must be filtered to remove the grit that is a natural component of Gilsonite. There are two common filtration methods. Each provides a different degree of cleanliness. Both methods are normally preceded by passing the hot varnish through a course wire screen (approx. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/4<\/span>\u2033) to remove any large stones. For a normal degree of cleanliness, the prescreened, hot varnish is passed through wire screen baskets of about <span style=\"font-family: verdana, geneva, sans-serif;\">200<\/span> mesh (<span style=\"font-family: verdana, geneva, sans-serif;\">74<\/span> microns). Cloth bag filters can also be used, at a higher cost, when the company doesn\u2019t have the personnel to clean the wire baskets. Disposal of the bags is also a consideration. Be careful to use bags that can tolerate elevated temperatures if hot cutting is performed. For extra cleanliness, the prescreened, hot varnish is passed through cartridge filters of about <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span> microns. These filters are also disposable. Viscosity Modification: Some Gilsonite solutions can be quite viscous at ambient temperature. Also, some solutions can steadily increase in viscosity over time. These characteristics are usually observed when using law aromatic oils with poor solvent power or when high percentages of Gilsonite are used. In these cases, small amounts of viscosity modifiers are often added to (<span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>) keep the hot varnish sufficiently fluid for easy filtration and (<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>) to reduce and stabilize the ambient viscosity so the solution remains fluid until it is used. The following is a partial list of modifiers that are effective at stabilizing the viscosity of Gilsonite solutions. Soft asphalt flux. This is often substituted for 15 to <span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span> % of the Gilsonite in the varnish. At this level, it reduces the softening point of the Gilsonite by about <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span> \u00b0F. It should not be used when maximum hardness and rub resistance is desired, or when the fast solvent release is required, or when restrictive health safety\u00a0regulations are in effect.\u00a0Tridecyl alcohol (TDA). More volatile than some modifiers (a flash point of <span style=\"font-family: verdana, geneva, sans-serif;\">180<\/span>\u00b0F), but effective. Generally used at <span style=\"font-family: verdana, geneva, sans-serif;\">3-10%<\/span>, based on the Gilsonite content. Low molecular weight alcohols. Examples are n-propanol and n-butanol. These are effective, but their high volatility usually restricts their use to fast drying systems or products that are stored and used at ambient temperature. Tall oil fatty acids. These are mainly oleic and linoleic acids with small amounts of rosin acids present. They are used for their high flash point and law volatility. In some cases, stearic or oleic acid, or vegetable oils such as linseed or soya bean oil, can be substituted for tall oil fatty acids with comparable performance. Surfactants. A wide variety of commercial surfactants are also effective. Care must be taken to avoid any undesirable side effects on the performance of the final product.<\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3966 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Gilsonite-Solubility.jpg\" alt=\"Gilsonite Solubility\" width=\"367\" height=\"721\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Gilsonite-Solubility.jpg 367w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Gilsonite-Solubility-153x300.jpg 153w\" sizes=\"(max-width: 367px) 100vw, 367px\" \/><\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Gilsonite Compatibility<\/h3>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3967 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Gilsonite-Compatibility.jpg\" alt=\"Gilsonite Compatibility\" width=\"517\" height=\"759\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Gilsonite-Compatibility.jpg 517w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Gilsonite-Compatibility-204x300.jpg 204w\" sizes=\"(max-width: 517px) 100vw, 517px\" \/><\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Ashes And Volatiles<\/h3>\n<p style=\"text-align: justify;\">GILSONITE is an Organic matter; a hydrocarbon consisting of Carbon and volatile gasses like Methane. With very special characteristics defining it as Bituminous matter. These characteristics are very similar to those, which are synthetically produced in the refineries.<\/p>\n<p style=\"text-align: justify;\">This chemistry, which defines this bitumen without its volatile gasses, is nothing but something similar to a Coal. Then \u201cthe higher the volatile matter Ratio to Carbone the closer it is to synthetic Bitumen\u201d.<\/p>\n<p style=\"text-align: justify;\">In the laboratory, the test procedure is defined to quantify these matters. We slowly apply heat to GILSONITE to initially reach to its softening points<span style=\"font-family: verdana, geneva, sans-serif;\"> 170-220<\/span> degrees C. The heat is applied further at a constant rate in order to reach the temperature of <span style=\"font-family: verdana, geneva, sans-serif;\">350<\/span> degrees C at which the volatile gasses are fully evaporated. At this stage, we reach a point referred to as FIXED CARBONE.<\/p>\n<p style=\"text-align: justify;\">The Temperature is still increased beyond <span style=\"font-family: verdana, geneva, sans-serif;\">350<\/span> degrees C at a constant rate until all Fixed Carbone is disintegrated fully at temperatures above <span style=\"font-family: verdana, geneva, sans-serif;\">800<\/span> degrees C. The specimen is kept at this temperature for a while and then cooled off. The remaining balance is then analyzed and measured.<\/p>\n<p style=\"text-align: justify;\">The balance is collectively referred to \u201cASH\u201d which, are basically Ferrous Silicide: FeSi<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>, Calcium Carbonate: CaCo<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>, SO<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>, MgO, Al<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>O<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>, and SIO<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span><\/p>\n<h3>Asphalt Gilsonite &#8211; Asphaltene Content<\/h3>\n<p style=\"text-align: justify;\">Asphaltenes are molecular substances that are found in crude oil, along with resins, aromatic hydrocarbons, and alkanes (i.e., saturated hydrocarbons). The word \u201casphaltene\u201d was coined by Boussingault in <span style=\"font-family: verdana, geneva, sans-serif;\">1837<\/span> when he noticed that the distillation residue of some bitumen had asphalt-like properties. Asphaltenes in the form of distillation products from oil refineries are used as \u201ctar-mats\u201d on roads. Asphaltenes consist primarily of carbon, hydrogen, nitrogen, oxygen, and sulfur, as well as trace amounts of vanadium and nickel. The C:H ratio is approximately <span style=\"font-family: verdana, geneva, sans-serif;\">1837<\/span> when he noticed that the distillation residue of some bitumen had asphalt-like properties. Asphaltenes in the form of distillation products from oil refineries are used as \u201ctar-mats\u201d on roads. Asphaltenes consist primarily of carbon, hydrogen, nitrogen, oxygen, and sulfur, as well as trace amounts of vanadium and nickel. The C:H ratio is approximately <span style=\"font-family: verdana, geneva, sans-serif;\">1:1.2,<\/span> depending on the asphaltene source. Asphaltenes are defined operationally as the n-heptanes (<span style=\"font-family: verdana, geneva, sans-serif;\">C7H16<\/span>)-insoluble, toluene (<span style=\"font-family: verdana, geneva, sans-serif;\">C6H5CH3<\/span>)-soluble component of a carbonaceous material such as crude oil, bitumen or coal. Asphaltenes have been shown to have a distribution of molecular masses in the range of <span style=\"font-family: verdana, geneva, sans-serif;\">400<\/span> u to <span style=\"font-family: verdana, geneva, sans-serif;\">1500<\/span> u with a maximum around <span style=\"font-family: verdana, geneva, sans-serif;\">750<\/span> u. Unique natural hydrocarbon is high in asphaltenes and nitrogen. It makes it fully compatible with bitumen. It be melted into hot bitumen, added during the hot-mix manufacturing process, or blended into a preservation treatment. In either case, Gilsonite dissolves easily in bitumen and achieves a uniform, easily workable product. Gilsonite resin is often used by asphalt producers, road paving engineers and paving contractors who are concerned with PG specifications, high-performance, and cost-effectiveness. Gilsonite, long known as a bitumen re-enforcer and strengthening agent, also offers a unique combination of high-performance and economy for high-stress paving and preservation applications. Gilsonite is an approved mineral by the U.S. Food &amp; Drug Administration for use in resinous and polymeric coatings that come into direct contact with food. Gilsonite falls under Section <span style=\"font-family: verdana, geneva, sans-serif;\">175.300<\/span> (formerly Section <span style=\"font-family: verdana, geneva, sans-serif;\">121.2514<\/span>) of the FDA regulations, Part 3, subpart (iv), which lists Gilsonite as one of the several approved natural resins. Besides being non-toxic, Gilsonite products are non-carcinogenic and non-mutagenic.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Where To Use Gilsonite<\/h3>\n<p style=\"text-align: justify;\">GILSONITE is a very economic and cost effective way to <a href=\"http:\/\/gilsoniteco.com\/2017\/04\/26\/asphalt-modifier\/\" target=\"_blank\" rel=\"noopener\">modify road construction bitumen<\/a> for high-performance roads. Sophisticated test methods such as Indirect Tension Stress Test, Cryonic Tensile Stress Test and the Splitting and Erectile Tension Test have proved that GILSONITE modified bitumen offers superior properties in:<\/p>\n<ul style=\"text-align: justify;\">\n<li>fatigue behavior<\/li>\n<li>stiffness modulus<\/li>\n<li>cold temperature performance<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">Special computer software for the dimensioning of traffic surfaces of asphalt was used to calculate and compare the utilization period of Gilsonite and Polymer modified binder courses; the result was that the calculated lifetime of binder courses on US federal motorways increased from <span style=\"font-family: verdana, geneva, sans-serif;\">18<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">29<\/span> years. <a href=\"http:\/\/gilsoniteco.com\/2017\/04\/26\/asphalt-modifier\/\" target=\"_blank\" rel=\"noopener\">GILSONITE modified bitumen<\/a> will increase the susceptibility to deformation from static or slow moving loads at Toll Plazas, Airport Taxiways, Exit Ramps, Container Terminals, Sharp Curves, Port Facilities, Intersections, Truck Terminals, Bus Stops and Lanes, Bridge Decks, Roundabouts, Park Decks. GILSONITE modified bitumen will help against moderate rutting caused by high speed, heavy volume traffic at Truck Lanes, Racing Circuits, Highways, Airport Runways A GILSONITE modification makes the most sense when used in high-performance binder courses, but can also be used in a wide variety of asphalt surface courses such as Stone Mastic Asphalt, Asphalt Concrete, Gussasphalt, Hot Rolled Asphalt. Gilsonite can significantly improve the high-temperature properties of <a href=\"http:\/\/gilsoniteco.com\/2017\/06\/14\/gilsonite-benefits-asphalt-pavement\/\" target=\"_blank\" rel=\"noopener\">asphalt binders<\/a>. Gilsonite increases the Ring &amp; Ball Softening Point, the Absolute Viscosity and reduces the Penetration values of both neat and modified asphalt binders. Consequently, it also increases the high-temperature stiffness and reduces the phase angle of the base asphalt GILSONITE has been used widely in addition to up to <span style=\"font-family: verdana, geneva, sans-serif;\">50<\/span> % with recycled asphalt.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; How To Use Gilsonite<\/h3>\n<p style=\"text-align: justify;\">Gilsonite is a free flowing granular material which will not cake or block during storage. Because of the nature of this hydrocarbon, GILSONITE is completely soluble in bitumen, forming a very intimate molecule that will NOT separate. It can be used:<\/p>\n<ul>\n<li style=\"text-align: justify;\">in bitumen pre-blend: a pre-blend of GILSONITE and bitumen in the proper percentage (<span style=\"font-family: verdana, geneva, sans-serif;\">5-15<\/span> %) can be produced in the bitumen tank with temperatures maintained around <span style=\"font-family: verdana, geneva, sans-serif;\">170<\/span>\u00b0C. During the GILSONITE solution, agitation, and recirculation under heat should be maintained for <span style=\"font-family: verdana, geneva, sans-serif;\">12 \u2014 24<\/span> hours.<\/li>\n<li style=\"text-align: justify;\">in pug mill: addition of GILSONITE to a pug mill can be accomplished by the introduction of pre-weighted plastic bags, or in bulk by using an automatic dosage system. The GILSONITE should be added to the hot aggregate before the bitumen is added. The wet mix circle must be extended by <span style=\"font-family: verdana, geneva, sans-serif;\">15<\/span> sec. to ensure proper blending.<\/li>\n<li style=\"text-align: justify;\">in drum plants:\u00a0GILSONITE may be added to a drum plant, either by the master batch method or with a dry mineral feeder at the correct rate of flow along with the bitumen.<br \/>\nPaving conditions should remain identical to non-modified bitumen, except that mix temperatures should be maintained at a minimum of <span style=\"font-family: verdana, geneva, sans-serif;\">160<\/span>\u00b0C to compensate for the addition of the GILSONITE. Lay down and compaction should be normal providing this slightly higher temperature is maintained. GILSONITE is available in <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span> kg meltable plastic bags, <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span> kg craft paper bags and <span style=\"font-family: verdana, geneva, sans-serif;\">1,000<\/span> kg big bags.<\/li>\n<\/ul>\n<h3>Gilsonite-Asphalt mixture &#8211; Purpose Of Gilsonite Modification Of Asphalt Pavement Mixtures<\/h3>\n<ul>\n<li>Improved resistance to deformation<\/li>\n<li>Improved the economic performance of the road<\/li>\n<li>Improved resistance to stripping<\/li>\n<li>Improved resistance to fatigue<\/li>\n<li>Improved durability<\/li>\n<li>Compensation for poor mix design<\/li>\n<li>Compensation for poor aggregates<\/li>\n<\/ul>\n<h3>\u00a0Viscosity And Penetration-Graded Asphalts<\/h3>\n<p style=\"text-align: justify;\">As previously mentioned Gilsonite can significantly improve the high-temperature properties of <a href=\"http:\/\/gilsoniteco.com\/asphalt\/\" target=\"_blank\" rel=\"noopener\">asphalt binders<\/a>. Gilsonite increases the Ring &amp; Ball Softening Point, the Absolute Viscosity and reduces the Penetration values of both neat and <a href=\"http:\/\/gilsoniteco.com\/2017\/04\/26\/asphalt-modifier\/\" target=\"_blank\" rel=\"noopener\">modified asphalt binders<\/a>. Consequently, it also increases the high-temperature stiffness and reduces the phase angle of the base asphalt.<\/p>\n<h3>ROAD BITUMEN MODIFIED WITH NATURAL ASPHALT TRYNIDAD EPUR\u00c9 AND GILSONITE ADDITION<\/h3>\n<p style=\"text-align: justify;\">The objects of the research and analysis presented in the paper are composites prepared of <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> penetration grade bitumen, with the addition of Trinidad Epur\u00e9 and Gilsonite natural asphalt. The aim of the research is to evaluate the changes of rheological properties of composites as a result of those two modifiers addition. The research area includes tests of temperature susceptibility characterized by the penetration index PI value, the adhesion to the basalt and granite aggregates, the maximum tensile force determined by the force ductility method, resistance to low temperature cracking characterized by stiffness modulus and m-value determined by using Bending Beam Rheometer BBR.<\/p>\n<h4>Introduction<\/h4>\n<p style=\"text-align: justify;\">Trinidad Natural Asphalt is mined from Trinidad Pitch Lake, which is located nearby city La Brea on Trinidad Island, on the Caribbean Sea. This raw material separated from the surface of the lake is a natural mixture of bitumen \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">39.3<\/span>%, minerals \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">27.2<\/span>%, water and volatile substances \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">29.0<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">30.2<\/span>% and bound water \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">3.3<\/span>%. It is purified through evaporation of free water and volatile materials and separation of mineral or organic pollutants in the form of stones and wood. The final product of this technology is pure asphalt called the Trinidad Epur\u00e9. It contains: natural bitumen \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">53.0<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">55.0%<\/span>, minerals \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">36.0<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">37.0%<\/span>, organic matter insoluble in CS2 \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">9.0 to 10.0%<\/span>. Powder in the Trinidad Epur\u00e9 is composed of particles &lt;<span style=\"font-family: verdana, geneva, sans-serif;\">0.09<\/span> mm in an amount about 82% and grains <span style=\"font-family: verdana, geneva, sans-serif;\">0,09-0,25<\/span> mm in an amount about 18%. Many years of experience have shown benefits of addition the natural asphalt to the <a href=\"http:\/\/gilsoniteco.com\/asphalt\/\" target=\"_blank\" rel=\"noopener\">hot mix asphalt<\/a> on their workability and compatibility. Professor Radenberg\u2019s publications show that the addition the Trinidad Epur\u00e9 to asphalt improves its resistance to rutting. This additive to the hot mix asphalt is allowed to use lower temperature compaction. It is very beneficial from the point of view of surface technology and environmental friendliness. In Germany, the Trinidad Epur\u00e9 is used successfully as an additive for hot thin layers in many parts of the repaired pavement. The purpose of use is to create favorable conditions for compacting hot thin layers, which is rapidly cooled by the rollers and the weather condition. Gilsonite was discovered in <span style=\"font-family: verdana, geneva, sans-serif;\">1860<\/span> in the north-eastern part of Utah (USA) in the Uintah Basin. The production of this unique material began in <span style=\"font-family: verdana, geneva, sans-serif;\">1885<\/span> when Samuel H. Gilson characterizing ore called it his name. Gilsonite is a glossy, black, solid hydrocarbon resin similar in appearance to coal or hard asphalt. A special feature of Gilsonite, which significantly differs it from Trinidad Epur\u00e9 is a very high content of pure bitumen in the amount about 98%. This raw material is a natural mixture of: coal \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">84.9<\/span>% (aliphatic carbon \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">68.3%, 31.7%<\/span> of aromatic carbon), hydrogen &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">10.0<\/span>%, nitrogen \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">3.3<\/span>%, sulfur \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">0.3<\/span>%, oxygen \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">1.4<\/span>% and other ingredients in amounts \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">0.1<\/span>%. This ore is crushed and delivered to customers in the form of granules of grain size <span style=\"font-family: verdana, geneva, sans-serif;\">0\/2<\/span> mm or powder. Gilsonite is used in road construction as a performance-enhancing agent of hot mix asphalts. This additive may partially replace using SBS polymers, what could reduce the cost of production of modified bitumen. Gilsonite modified hot mix asphalts have higher stability, reduced deformation, reduced temperature susceptibility and increased resistance to water. Gilsonite is used in the form of solvent and emulsion as a surface sealant resistant to adverse weather conditions. We do not have detailed knowledge of effects of changes the functional and rheological properties of composites as a result of those two modifiers addition.<\/p>\n<h3>Purpose And Scope of the Research<\/h3>\n<p style=\"text-align: justify;\">The aim of this study is to get to know the impact of the addition of natural asphalt Trinidad Epur\u00e9 and Gilsonite, respectively marked with symbols TE and GIL in this paper, to change the following properties of bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span>:<\/p>\n<ul>\n<li>Temperature susceptibility characterized by the penetration index PI value, determined before and after aging according to the method RTFOT<\/li>\n<li>Adhesion to basalt and granite aggregate<br \/>\nThe maximum tensile force, determined by force-ductility method, at 10\u00b0C<\/li>\n<li>Stiffness modulus and m-value which characterize the resistance to low temperature cracking, determined by using Bending Beam Rheometer BBR at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span>\u00b0C, &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>\u00b0C, &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">24<\/span>\u00b0C and &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">32<\/span>\u00b0C before and after aging according to the RTFOT method<\/li>\n<\/ul>\n<h3>Gilsonite-Asphalt mixture &#8211;\u00a0Methods And Results of Research<\/h3>\n<p style=\"text-align: justify;\">Materials: Two penetration grade bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> named base bitumen and natural asphalt Trinidad Epur\u00e9 and Gilsonite were used in the research program. Preparation of composites with the addition of TE was consisted of preheating containers filled with bitumen grade <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> to the temperature of <span style=\"font-family: verdana, geneva, sans-serif;\">175<\/span>\u00b0C and bitumen grade <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> to the temperature of <span style=\"font-family: verdana, geneva, sans-serif;\">165<\/span>\u00b0C. Next step was adding the natural asphalt TE in appropriate proportions. In order to dissolve the bitumen contained in the asphalt, TE composites were heated at these temperatures. For homogenization, the composites with the base bitumen and nature asphalt the laboratory mixer were used. Preparation of composites with the addition of GIL was consisted of preheating containers filled with bitumen grade <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> to temperature <span style=\"font-family: verdana, geneva, sans-serif;\">190<\/span>\u00b0C. Next step was adding the natural asphalt GIL in appropriate proportions. In order to dissolve the bitumen contained in the asphalt, GIL composites were heated at this temperature. For homogenization, the composites with the base bitumen and nature asphalt a laboratory glass stick were used. Obtained composites were marked by specifying the grade of base bitumen, type of additive (TE or GIL) and its content in the composite. The example description of composites:<\/p>\n<ul>\n<li style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> penetration grade bitumen with addition of <span style=\"font-family: verdana, geneva, sans-serif;\">15%<\/span> of Trinidad Epur\u00e9 \u2013 marked as<span style=\"font-family: verdana, geneva, sans-serif;\"> 35\/50<\/span> + <span style=\"font-family: verdana, geneva, sans-serif;\">15%<\/span> TE,<\/li>\n<li style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> penetration grade bitumen with the addition of <span style=\"font-family: verdana, geneva, sans-serif;\">7<\/span>% of Gilsonite \u2013 marked as <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> +<span style=\"font-family: verdana, geneva, sans-serif;\"> 7%<\/span> GIL.<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">Temperature susceptibility: To evaluate the temperature susceptibility of tested specimens, the following properties were determined:<\/p>\n<ul>\n<li style=\"text-align: justify;\">Penetration at <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span>\u00b0C \u2013 according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">1426<\/span>,<\/li>\n<li style=\"text-align: justify;\">Softening Point according to the method of \u201cRing and Ball\u201d \u2013 according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">1427<\/span>.<\/li>\n<li style=\"text-align: justify;\">Penetration Index (PI) values (Figures 1 and 2) were calculated using the formula (<span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>) based on the results of determination of penetration at 25\u00b0C and softening point:<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">where: Pen<span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span> \u2013 Penetration at <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span>\u00b0C,<span style=\"font-family: verdana, geneva, sans-serif;\"> 10-1<\/span> mm TR&amp;B \u2013 Softening Point, \u00b0C The detailed results of determination of penetration at <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span>\u00b0C and softening point for Trinidad Epur\u00e9 are presented by the authors in an article.<\/p>\n<p style=\"text-align: justify;\">Figura <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>: Penetration index PI values before and after RTFOT \u2013 specimens containing TE addition<\/p>\n<p style=\"text-align: justify;\">Figura <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>: Penetration index PI values before and after RTFOT \u2013 specimens containing GIL addition<\/p>\n<p style=\"text-align: justify;\">Good adhesion of bitumen to the surface of mineral aggregates is a very important factor for the durability of asphalt pavements Bitumen adhesion to aggregates was assessed on the basis of results of the cooking test carried out in accordance with PN\u00adB-<span style=\"font-family: verdana, geneva, sans-serif;\">06714-22<\/span>. The aggregates with different acidity: basalt and granite, were used in the research program<\/p>\n<p style=\"text-align: justify;\">Figura <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>: Participation of surface covered with bitumen (unwashed) on basalt and granite aggregates (computer evaluation) \u2013 specimens containing TE addition<\/p>\n<p style=\"text-align: justify;\">In order to achieve a better accuracy of measurement compared to the standard method, the evaluation using \u201ccomputer test\u201d was carried out. This method has been described by the authors in the paper [<span style=\"font-family: verdana, geneva, sans-serif;\">7<\/span>]. Results of adhesion test are shown in Figure <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> Force-ductility method The investigation was conducted using ductilimeter at <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span>\u00b0C Determined values of maximum tensile force are presented in Figures <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">5.<\/span><\/p>\n<p>Figura <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>: Maximum tensile force values \u2013 specimens containing TE addition<\/p>\n<p>Figura <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span>: Maximum tensile force values \u2013 specimens containing GIL addition<\/p>\n<p style=\"text-align: justify;\">Bending Beam Rheometer (BBR) test The research was conducted in Bending Beam Rheometer BBR at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">8\u00b0<\/span>C, &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">1 6\u00b0<\/span>C, &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">24<\/span>\u00b0C and &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">32<\/span>\u00b0C before and after RTFOT according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">14771<\/span>. Stiffness modulus values Sm(t) expressed in Pascals were calculated by the following formula: where: P \u2013 specimen load; P = (<span style=\"font-family: verdana, geneva, sans-serif;\">980<\/span>\u00b1<span style=\"font-family: verdana, geneva, sans-serif;\">50<\/span>) mN l \u2013 distance between supports; l = <span style=\"font-family: verdana, geneva, sans-serif;\">102<\/span> mm b \u2013 specimen width; b = <span style=\"font-family: verdana, geneva, sans-serif;\">12,7<\/span> mm h \u2013 specimen height; h = <span style=\"font-family: verdana, geneva, sans-serif;\">6,3<\/span> mm <span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span>(t) \u2013 specimen deflection at the time t The m-values were calculated in accordance with the rules described in EN <span style=\"font-family: verdana, geneva, sans-serif;\">14771<\/span>, as the ratio of the logarithm of stiffness Sm(t) to the logarithm of time of the load t, according to the formula: Figures <span style=\"font-family: verdana, geneva, sans-serif;\">7<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span> show examples of stiffness moduli and m-values determined at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>\u00b0C specimens containing TE addition.<\/p>\n<p style=\"text-align: justify;\">Figura <span style=\"font-family: verdana, geneva, sans-serif;\">6<\/span>: Stiffness modulus values determined at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>\u00b0C \u2013 specimens containing TE addition<\/p>\n<p style=\"text-align: justify;\">Figura <span style=\"font-family: verdana, geneva, sans-serif;\">7<\/span>: M-value values determined at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>\u00b0C \u2013 specimens containing TE addition<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Discussion<\/h3>\n<p style=\"text-align: justify;\">Gilsonite additives have a varied impact on the temperature susceptibility of the composites. At Figure 1 it can be seen that the addition of TE causes a decrease in penetration index PI. Differences of values of penetration index for composites with harder bitumen 35\/50 are not significant, while for the softer bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> they are larger. As a result of the RTFOT aging process penetration index is increased. It can be seen that the values of PI of base bitumen and composites after RTFOT do not differ significantly. GIL additive increases penetration index value (Figure 2). The Larger increase of PI values has been observed in the case of composites with harder bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span>. Together with increasing the GIL additive content the value of PI increases. As a result of the RTFOT aging process, the values of penetration index PI are increased. It can be seen the greater increase for the composites containing <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> bitumen. The results of the research show that the addition of road bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">35\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span>, improves the adhesion to the surface of mineral aggregates. In Figure 2 it can be seen that it is a larger part of the unwashed surface with asphalt when harder bitumen was used. The study shows that the addition of Gilsonite does not significantly improve the adhesion to the surface of mineral aggregates (Figure <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>). Additives of Trinidad Epur\u00e9 and Gilsonite for road bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">3 5\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> affect the increase of the maximum tensile force of the tested composites. Figure 5 presents composites with addition of TE. It can be seen that this additive affects greater increases for the composites with harder bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">3 5\/50<\/span>. GIL additive (Figure 6) affects the increase of the maximum tensile force of the composites with softer bitumen 50\/70. Analysis of the results obtained in the Bending Beam Rheometer (BBR) at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span>\u00b0C, &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>\u00b0C, &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">24<\/span>\u00b0C and &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">32<\/span>\u00b0C before and after RTFOT aging process showed that Trinidad Epur\u00e9 and Gilsonite additives affect the increase of the stiffness modulus. Performed in Figure 7 line meaning the value <span style=\"font-family: verdana, geneva, sans-serif;\">300<\/span> Mpa of stiffness modulus indicates excessive stiffness of the composites with the addition of <span style=\"font-family: verdana, geneva, sans-serif;\">35<\/span>% TE at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>\u00b0C. It may be a reason for a high sensitivity to low temperature cracking. In Figure <span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span> it can be seen that the conventional measures of rigidity (m-value) present for the TE before the RTFOT aging process at temperature<span style=\"font-family: verdana, geneva, sans-serif;\"> -1 6 \u00b0<\/span>C complies the requirements and there are less than 0.3 according to the recommendation. Analysis of the results of critical temperature for base bitumen and composites showed that for both TE and GIL additives the critical temperature increases lower when a softer bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> was used. As a result of the RTFOT aging process, the critical temperature was increased. It can be seen the lower increase in the critical temperature when the GIL additive was used. Based on performed research of the road bitumen penetration grade <span style=\"font-family: verdana, geneva, sans-serif;\">3 5\/50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> and the obtained composites with the addition of natural asphalt TE and GIL, and the discussion we can formulate the following conclusions:<\/p>\n<ul>\n<li style=\"text-align: justify;\">Additives of natural asphalt TE and GIL have a varied impact on the temperature susceptibility of the obtained composites. After the RTFOT aging process the impact can be assessed positively ( the increase of the PI value). It can also be stated that using GIL additive is more beneficial<\/li>\n<li style=\"text-align: justify;\">Additives of TE to road bitumen <span style=\"font-family: Verdana, geneva, sans-serif;\">35\/50<\/span> and <span style=\"font-family: Verdana, geneva, sans-serif;\">50\/70<\/span> improves the adhesion to the surface of mineral aggregates. The addition of GIL additive does not improve significantly the adhesion of bitumen to the surface of aggregates. It can also be stated greater part of unwashed surface when harder bitumen <span style=\"font-family: Verdana, geneva, sans-serif;\">35\/50<\/span> is used<\/li>\n<li style=\"text-align: justify;\">Additives of TE affects hardening in the case of bitumen <span style=\"font-family: Verdana, geneva, sans-serif;\">3 5\/50<\/span> and GIL additive \u2013 in the case of bitumen <span style=\"font-family: Verdana, geneva, sans-serif;\">50\/70<\/span><\/li>\n<li style=\"text-align: justify;\">Additives of TE and GIL to road bitumen <span style=\"font-family: Verdana, geneva, sans-serif;\">3 5\/50<\/span> and <span style=\"font-family: Verdana, geneva, sans-serif;\">50\/70<\/span> increased critical temperature. It was observed a greater increase of the critical temperature for a bitumen \u2013 <span style=\"font-family: Verdana, geneva, sans-serif;\">50\/70<\/span>. It can also be stated lower rise of the critical temperature using the GIL additive.<\/li>\n<\/ul>\n<h3>Gilsonite-Asphalt mixture &#8211;\u00a0Investigations into the behavior of asphalt binders with and without the Gilsonite Additive<\/h3>\n<p style=\"text-align: justify;\">Within the framework of the research project that is documented here, the influence of the natural asphalt Gilsonite on its utilization (stiffness, coldness, and fatigue behavior) should be observed, whilst using <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span> M.-% asphalt granulate in asphalt binder. Research on four different asphalt binder variants that have the impact on the stiffness, coldness, and fatigue behavior have been made, and the findings have been evaluated and interpreted. Two variants with and without Gilsonite should be used, where the grading curves should follow the \u201cGrit mastic principle\u201d, and two variants with and without Gilsonite should be used, where the grading curves should follow the \u201cConcrete principle\u201d. The following stone aggregates have been used in the preparation of the asphalt variants that were to be investigated, in addition to asphalt granulate of the asphalt grit plant Altona: Filler (<span style=\"font-family: verdana, geneva, sans-serif;\">0\/0,063<\/span>): Limestone powder (Hehlen, D) \u2013 Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> to No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span><\/p>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3969 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Investigations-into-the-behaviour-of-asphalt-binders-with-and-without-the-Gilsonite-additive.jpg\" alt=\"Investigations into the behaviour of asphalt binders with and without the Gilsonite additive\" width=\"535\" height=\"225\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Investigations-into-the-behaviour-of-asphalt-binders-with-and-without-the-Gilsonite-additive.jpg 535w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Investigations-into-the-behaviour-of-asphalt-binders-with-and-without-the-Gilsonite-additive-300x126.jpg 300w\" sizes=\"(max-width: 535px) 100vw, 535px\" \/><\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; General information about the calculated prognosis of expected utilization periods<\/h3>\n<p style=\"text-align: justify;\">Special software for the dimensioning of traffic surfaces of asphalt should be used to be able to estimate the calculated utilization periods of lane mountings where the various asphalt binder variants would be applied. Amongst others, the layer build-up of the construction, as well as the thicknesses of the layers and the stiffness modules of the individual asphalt layers, are needed as initial input parameters. The measuring program mentioned above calculates, amongst others, especially the safety of the mounting versus the forming of fatigue cracks. The value is expressed as a percentage of the consumed resistance to the forming of fatigue cracks. A value of <span style=\"font-family: verdana, geneva, sans-serif;\">100<\/span> % and higher means that the mounting cannot withstand the forces. According to the theories of applied mechanics, the forming of fatigue cracks begins at the point of the construction where maximum tensile bending stress occurs. In the case of mechanical stress of an asphalt traffic lane construction caused by traffic, the maximum tensile bending stress should be expected at the underside of the lower layer of asphalt underneath the load application surfaces of the wheels. This correlation is visually presented in pictures No. <span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">9<\/span>.<\/p>\n<h3>Figura 9: Mechanical stress of an asphalt bearing layer (lower asphalt layer)<\/h3>\n<p style=\"text-align: justify;\">In the situation at hand, it should be assumed that the asphalt binder and subsequently a covering layer are applied to an already cracked asphalt bearing layer so that the asphalt binder must effectively be treated as the lower asphalt layer in the case of fatigue. By superimposing the methanogenic tensions from traffic and the cryogenic tensile stresses as described above that emanate from impeding the thermal shrinking when the asphalt layers cool off, the value of the maximum bending tensile stresses at the underside of the lower asphalt layer may increase, which can cause accelerated forming of fatigue cracks. This stress situation is determinant for calculating the consumed resistance to the forming of fatigue cracks over the transverse of the traffic lane and consequently, in addition to knowledge of the layer build-up as well as the thicknesses of the layers and the stiffness modules of the individual asphalt layers, finding the cryogenic tensile stresses and fatigue function of the lower asphalt later \u2013 i.e., here the asphalt binder layer \u2013 is necessary. In terms of the influence of the cryogenic tensile stresses, the dimensioning program considers the course of the temperature gradient through the transverse thickness of the traffic lane, i.e. the rising of the temperatures from the top of the traffic lane with increasing depth.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Creation of samples<\/h3>\n<p style=\"text-align: justify;\">To be able to find in the laboratory the parameters of the materials as listed above for the asphalt binder variants that must be investigated, asphalt samples had to be prepared that were bored resp. sawn out of asphalt specimen plates that were created by means of a rolling compactor (WSV) in accordance with the Technical Test Regulations for Asphalt TP Asphalt-StB Part <span style=\"font-family: verdana, geneva, sans-serif;\">33<\/span>. Cylindrical samples with a diameter of around 100 mm and a height of around 40 mm were needed for determining the stiffness modules and the fatigue functions of the four asphalt binder variants, which was done with the aid of Indirect tension test on cylindrical specimens (IT-CY). The cryogenic tensile stresses were determined through thermal stress restrained specimen test (TSRST) in accordance with the Technical Test Instruction Behavior of Asphalts at Very Low Temperatures, edition 1994. Prismatic samples with measurements of around <span style=\"font-family: verdana, geneva, sans-serif;\">50<\/span> x <span style=\"font-family: verdana, geneva, sans-serif;\">50<\/span> x <span style=\"font-family: verdana, geneva, sans-serif;\">160<\/span> mm (height x breadth x length) were needed for the appurtenant investigations. Additionally, verification tests as per Table <span style=\"font-family: verdana, geneva, sans-serif;\">26<\/span> of the Supplemental Technical Terms and Conditions for Building Traffic Surface Mountings from Asphalt ZTV Asphalt-StB <span style=\"font-family: verdana, geneva, sans-serif;\">07<\/span> were carried out on coated aggregate created in the laboratory for the four variants that were to be observed. <span style=\"font-family: verdana, geneva, sans-serif;\">3.0<\/span> Investigation findings \/ parameters of materials <span style=\"font-family: verdana, geneva, sans-serif;\">3.1<\/span> Asphalt properties Apart from asphalt properties that describe stiffness, coldness and fatigue behavior, the ring and ball weakening spots of the regained binders as well as the further technical properties, such as specific density, gross density and cavity content, were determined on the basis of the laboratory mixtures of the coated aggregate compounds of the four asphalt binder variants that were to be observed after extraction. The reported findings for all four variants agree with the values given for the initial test resp. the technical terms and conditions.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Stiffness behavior<\/h3>\n<p style=\"text-align: justify;\">Investigations that address stiffness behavior were carried out by means of Indirect tension test on cylindrical specimens (IT-CY). A stiffness module temperature function is determined at various testing temperatures on the basis of so-called multi-stage experiments with variation in the test frequency. For each testing temperature \u2013 here four temperature levels \u2013 two samples were available. For each sample, the elastic horizontal expansions for the various load frequencies were successively determined and the stiffness modulus calculated. The prognosticated stiffness modules that are relevant for calculated dimensioning, depending on the temperature, are shown in summary for the four variants in Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and graphically presented in Picture No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>.<\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3971 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-of-investigation-findings-of-stiffness-behavior.jpg\" alt=\"Summary of investigation findings of stiffness behavior\" width=\"569\" height=\"452\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-of-investigation-findings-of-stiffness-behavior.jpg 569w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-of-investigation-findings-of-stiffness-behavior-300x238.jpg 300w\" sizes=\"(max-width: 569px) 100vw, 569px\" \/><\/p>\n<p style=\"text-align: justify;\">Coldness behavior (cryogenic tensile stress) For the most realistic calculation as possible of consumed resistance to forming of fatigue cracks of a traffic lane transverse, knowledge of the cryogenic tensile stress depending on the temperature is required, especially for the lower asphalt layer. The cryogenic tensile stress is determined at prismatic samples through thermal stress restrained specimen test (TSRST) as per the technical testing instruction \u201cBehavior of Asphalts at very low temperatures\u201d, edition <span style=\"font-family: verdana, geneva, sans-serif;\">1994<\/span>. With the thermal stress restrained specimen test (TSRST), the stress on asphalt is simulated under weather-related negative changes in temperature. The sample is continuously cooled, whilst the length is being kept constant. In order to be able to conduct the experiment in a time that is economical in a laboratory, a temperature rate of T = <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> K\/h is laid down as cooling rate as per the test instruction mentioned above. Because thermal shrinking is avoided by keeping the length constant, there ensues in the sample increasing tension, that is described as cryogenic \u2013 so-called cooling-related \u2013 tensile stress. If, when cooling a sample that is fully prevented from expanding, the cryogenic tensile stress leads to failure of the asphalt by tearing apart because of exceeding the tensile strength, the occurring tension is designated as break tension and the concomitant temperature as break temperature. The developing of cryogenic tensile stress as a function of temperature as well as the break tension and break temperature have been determined for the four asphalt variants to be observed. The findings may be found in Test Reports No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 1\/384\/2011-3<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/661\/2011-3<\/span> (see Attachment <span style=\"font-family: verdana, geneva, sans-serif;\">5.0<\/span>). The cooling non-linearly increasing developing of cryogenic tensile stress as a function of temperature for the four variants is graphically presented in Picture No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>. Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> shows a summary of the findings of the thermal stress restrained specimen test (TSRST) (mean values of the cryogenic tensile stresses at selected core temperatures as well as of the break temperatures and break tensions) of the four asphalt variants to be observed.<\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3972 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-of-the-investigation-findings-of-coldness-behavior-mean-values.jpg\" alt=\"Summary of the investigation findings of coldness behavior (mean values)\" width=\"570\" height=\"370\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-of-the-investigation-findings-of-coldness-behavior-mean-values.jpg 570w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-of-the-investigation-findings-of-coldness-behavior-mean-values-300x195.jpg 300w\" sizes=\"(max-width: 570px) 100vw, 570px\" \/><\/p>\n<h3>Gilsonite-Asphalt mixture- Fatigue behavior<\/h3>\n<p style=\"text-align: justify;\">Fatigue functions must be set up for the asphalt binder variants for the calculated prognosis of the utilization periods that can be expected. Amongst others, fatigue behavior of asphalt can be found in accordance with the FGSV work instruction for determining de stiffness and fatigue behavior of asphalts, with the splitting and erectile tension experiment as the initial value for the dimensioning AL-Sp-ASPHALT<span style=\"font-family: verdana, geneva, sans-serif;\"> 09<\/span>. The load device that is required for that is schematically presented in Picture No. <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span>. In the splitting and erectile tension experiment, cylindrical samples are tested by mounting the samples in a load device as per Picture No. <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span> with the possibility of measuring horizontal ex\u00adpansion and by repeatedly dynamically charging the samples in a test machine via two pressure strip by means of sinusoidal impulses that simulate axle pressure. The initial elastic expansion that can be determined from the horizontal expansion measurement and the stress-cycle number NMakroriss are recorded as results. The stress-cycle number is considered to have been reached when a major crack occurs in the sample. For entering a fatigue function that is based on the findings of Indirect tension test on cylindrical specimens (IT-CY), a mathematical correlation between the initial elastic expansion and the stress-cycle number NMakroriss is required for the calculated prognosis of the utilization periods that may be expected. The findings determined for the asphalt binder variants and the fatigue functions that are derived therefrom are documented in Test Reports No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 1\/384\/2011-1<\/span> and No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 1\/661\/2011-1<\/span>. The findings that have been determined from the fatigue experiments that have been carried out for the four asphalt variants are graphically presented in summary in Picture No. <span style=\"font-family: verdana, geneva, sans-serif;\">6<\/span>.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Prognosis of calculated expected utilization periods<\/h3>\n<p style=\"text-align: justify;\">The following initial parameters must be taken into account for prognosticating the utilization periods that can be calculated to be expected:<\/p>\n<ul>\n<li>Average daily heavy goods traffic<\/li>\n<li>Climatic conditions of the environment<\/li>\n<li>Layer build-up \u2013 layer thicknesses<\/li>\n<li>Kinds of materials<\/li>\n<li>Parameters of the materials<\/li>\n<li>Asphalt layers<\/li>\n<li>Stiffness modules<\/li>\n<li>Cryogenic tensile stress of the lower asphalt layer -Fatigue function of the lower asphalt layer<\/li>\n<li>Hydraulically bound layers\/solidification (if available) -Layer module<\/li>\n<li>Unbound bearing layer -Load-carrying capacity value EV<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span><\/li>\n<li>Planum<\/li>\n<li>Load-carrying capacity value EV<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span><\/li>\n<li>Need for safety<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">In the case at hand, within the framework of an example calculation of traffic load that would necessitate a dimensioning as per Construction Class II under resp. Design Directive 1 of the Free and Hanseatic City of Hamburg, possible effects on the parameters of materials that have been determined for the four asphalt binder variants that are being observed should be subjected to a comparison against the utilization period that is calculated to be expected. The following values are used as basis for the further calculations:<\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3973 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Fatigue-behaviour.jpg\" alt=\"Prognosis of calculated expected utilization periods\" width=\"568\" height=\"330\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Fatigue-behaviour.jpg 568w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Fatigue-behaviour-300x174.jpg 300w\" sizes=\"(max-width: 568px) 100vw, 568px\" \/><\/p>\n<p style=\"text-align: justify;\">In terms of climatic conditions of the environment, an overall thickness for the frost-resistant superstructure of <span style=\"font-family: verdana, geneva, sans-serif;\">70<\/span> cm as well a distribution of frequency of the surface temperatures for Zone 1 should be applied for the calculation by means of software. To be able to capture the influence of fatigue, stiffness and coldness behavior of the investigated asphalt binder variants on the utilization period that can be calculated to be expected, it is assumed that the existing asphalt bearing layer is already cracked With an eye to required build-up for Construction Class II, the following layer build-up is used for the calculations:<\/p>\n<ul>\n<li style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> cm asphalt covering layer (parameters of materials: calibration asphalt of the covering layer from)<\/li>\n<li style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">8<\/span> cm asphalt binder; investigated variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> to No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span><\/li>\n<li style=\"text-align: justify;\">on cracked asphalt bearing layer (<span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> cm) (parameters of materials from Hansa-Nord-Labor database)<\/li>\n<li style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span> cm solidification with layering module of <span style=\"font-family: verdana, geneva, sans-serif;\">2,000<\/span> Mpa<\/li>\n<li style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">28<\/span> cm frost protection layer with EV2 = <span style=\"font-family: verdana, geneva, sans-serif;\">120<\/span> Mpa<\/li>\n<li style=\"text-align: justify;\">on plenum with EV<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> = <span style=\"font-family: verdana, geneva, sans-serif;\">45<\/span> Mpa<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">The need for safety of the RStO <span style=\"font-family: verdana, geneva, sans-serif;\">01<\/span> is heeded for the calculations to be done. In terms of the criterion \u201cSufficient Resistance to Forming of Fatigue Cracks at the Underside of the Asphalt Binder Position\u201d by means of, the following utilization periods that can be calculated to be expected could be determined with the initial parameters and assumptions that have been applied here as well as with the stiffness modules and fatigue functions as well as the cryogenic tensile stresses that are listed in Test Reports No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/384\/2011-1<\/span> to <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/661\/2011-1 to 3.<\/span><\/p>\n<ul>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>: Split mastic binder AC <span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span>;<span style=\"font-family: verdana, geneva, sans-serif;\">10\/40-65<\/span> A-RC\u201d: <span style=\"font-family: verdana, geneva, sans-serif;\">21<\/span> years<\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>: Split mastic binder AC<span style=\"font-family: verdana, geneva, sans-serif;\"> 16 \u201c50\/70<\/span> + Gilsonite\u201d: <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> years<\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>: Asphalt binder AC <span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span> B Hmb \u201c<span style=\"font-family: verdana, geneva, sans-serif;\">1 0\/40-65<\/span> A-RC\u201d: <span style=\"font-family: verdana, geneva, sans-serif;\">26<\/span> years<\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>: Asphalt binder AC <span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span> B Hmb \u201c<span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> + Gilsonite\u201d: <span style=\"font-family: verdana, geneva, sans-serif;\">29<\/span> years<\/li>\n<\/ul>\n<h3>Gilsonite-Asphalt mixture &#8211; Evaluation and interpretation of Stiffness Behavior<\/h3>\n<p style=\"text-align: justify;\">To be able to determine possibly present significant differences in the stiffness behavior of the four different asphalt binder variants, in respect of the stiffness modules that were determined with different temperatures and a frequency of <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> Hz, statistical-mathematical procedures (multiple mean value comparisons and LSD tests) have been applied, for dimensioning a frequency of <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> Hz is determinant. Therefore, the statistical tests have been carried out with stiffness modules that have been determined with a frequency of <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> Hz. For a comparative assessment of the stiffness modules, first the temperature level must be followed up via a simple variance analysis of the question, whether the respective mean values of the variants that have been investigated here are the same in a statistical sense, i.e. can be allocated to the same population. Verification of the equality of the stiffness modules for the four tested variants by means of simple variance analysis is given separately from each other for the observed temperature levels of <span style=\"font-family: verdana, geneva, sans-serif;\">\u201310<\/span> \u00b0C, <span style=\"font-family: verdana, geneva, sans-serif;\">0<\/span> \u00b0C, <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> \u00b0C, as well as <span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span> \u00b0C. The question should be pursued which means values or which groups of mean values are different from each other. For that purpose, the mean values of investigated variants are ordered by descending size and it is tested, whether the neighboring mean value shows a greater Difference A than the least significant difference (= LSD). When A &lt; LSD, the hypothesis of equality of neighboring mean values cannot be ignored. That means that those mean values are then underlined by a common line. The gained data material is statistically applied through the following procedure on the basis of a confidence level of s = <span style=\"font-family: verdana, geneva, sans-serif;\">0.95<\/span> (<span style=\"font-family: verdana, geneva, sans-serif;\">95<\/span> %), i.e., a margin of error resp. excess probability of a = <span style=\"font-family: verdana, geneva, sans-serif;\">0.05<\/span> (<span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span> %). Figura 10: Table No. A<span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>: Statistical evaluation of the stiffness module parameter at \u2013<span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> \u00b0C and <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> Hz multiple mean value comparison and LSD test for four asphalt binder variants. From Table No. A<span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> can first be gleaned that the multiple mean value comparison expresses that the difference of at least one of the four mean values for the stiffness module is significant at a temperature of \u2013<span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> \u00b0C and a frequency of <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> Hz. For Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (asphalt binder with Gilsonite), the stiffness module shows a significantly higher value at a temperature of \u2013 \u00b0C and a frequency of <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> Hz than for all other investigated variants. For Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (asphalt binder without Gilsonite), the value for the parameter mentioned in the last sentence is again significantly greater than for both Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (Split mastic binders without and with Gilsonite). No significant difference could be shown between the mean vaklues for Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (Split mastic binders without and with Gilsonite). That means that Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (Split mastic binders without and with Gilsonite) can be gathered into one population in a statistical sense in respect of the stiffness module parameter at \u2013 <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> \u00b0C and a frequency of 10 Hz. Other than that, the findings of the assessment by means of statistical-mathematical procedure for the stiffness modules should be summarily presented in Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>.<\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3979 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-presentation-of-the-assessment-findings-by-means-of-statistical-mathematical-procedure-for-stiffness-modules.jpg\" alt=\"Summary presentation of the assessment findings by means of statistical-mathematical procedure for stiffness modules\" width=\"568\" height=\"587\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-presentation-of-the-assessment-findings-by-means-of-statistical-mathematical-procedure-for-stiffness-modules.jpg 568w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Summary-presentation-of-the-assessment-findings-by-means-of-statistical-mathematical-procedure-for-stiffness-modules-290x300.jpg 290w\" sizes=\"(max-width: 568px) 100vw, 568px\" \/><\/p>\n<p style=\"text-align: justify;\">Generally, it may be assumed that on condition of very similar fatigue behavior, several variants have hardly any impact on a calculated utilization period when there are no or only very minor differences in the stiffness behavior of these variants. If, however, the stiffness models of a variant are significantly greater, the elastic expansions are at a comparatively lower level, causing the number of maximum bearable load cycles to increase in practice and a longer expected calculated utilization period to be prognosticated. Additionally, at three of four temperatures for Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>, significantly greater values for the stiffness modules could be determined in comparison to Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (see table number three). Only at one of four tested temperatures (<span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span> \u00b0C), the stiffness modules of Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. 2 significantly differ from each other. At this temperature, the stiffness module of Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> is at a significantly higher level than of Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> (see Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>). That leads to the conclusion that the findings stated in Section No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> for the various utilization periods but can be calculated to be expected when observing the four different asphalt variants as asphalt binder layers can be explained by the most significant differences in stiffness behavior, when initially a virtually identical fatigue behavior of asphalt variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> to No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> is assume. The largest utilization period of <span style=\"font-family: verdana, geneva, sans-serif;\">29<\/span> years that can be calculated to be expected was detected with a utilization period of <span style=\"font-family: verdana, geneva, sans-serif;\">26<\/span> years that can be calculated to be expected with a layer build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (significantly higher stiffness modules at all four temperatures compared to all other variants), followed by a layer build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (significantly greater stiffness modules compared to Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> at three of four tested temperatures). For a layer build-up with Variant No.1 as asphalt binder layer, a calculated utilization period of <span style=\"font-family: verdana, geneva, sans-serif;\">21<\/span> years and for a layer build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> a period of <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> years could be prognosticated, whilst it is clear from Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> that the materials of both these latter mentioned variants in the majority of cases show significantly lower stiffness modules than for the asphalts of Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>. It should, moreover, be pointed out that Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> shows at least at one tested temperature a significantly higher stiffness module and at the other temperatures tends to show higher stiffness modules than for Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>. On the assumption of virtually identical fatigue behavior of Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>, the one- year shorter utilization period that can be calculated to be expected can also be explained by the detected differences in stiffness behavior with a layer build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>, compared to a layer build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Coldness behavior (cryogenic tensile stress)<\/h3>\n<p style=\"text-align: justify;\">On the one hand, the coldness flexibility, i.e. the resistance to crack forming of an asphalt because of coldness, must the estimated to be greater the lower the values for the break temperatures are and the higher the values for the break tensions are that could be determined by the thermal stress restrained specimen test (TSRST). On the other hand, high break tensions are also an indication for a stronger increase of cryogenic tensile stress when cooling. The maximum existing tensile bending stress in a traffic lane mounting which is composed of mechanogenic and cryogenic tensile stress, when the thermally induced tensile stress is comparatively higher. From that, lower resistance to the forming of fatigue cracks can result compared to a material with lower cryogenic tensile stress, which can express itself in a shorter utilization period that can be calculated to be expected. Subsequently, the statistical tests should be applied to the break temperature and break tension parameters, in order to evaluate the investigations into coldness behavior of the four tested variants. The simple variance analyses of the multiple mean value comparisons express that the differences are at least always significant for one of the mean values of the break temperature and break tension parameters (see below Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span>). Figura <span style=\"font-family: verdana, geneva, sans-serif;\">11<\/span>: Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>: Statistical evaluation of the break temperature parameter of multiple mean values comparison and LSD test for four asphalt variants. Figura <span style=\"font-family: verdana, geneva, sans-serif;\">12<\/span>: Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span>: Statistical evaluation of the break tension parameter of multiple mean values comparison and LSD test for four asphalt variants. Tables No. 4 and No. <span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span> show that for Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (asphalt binder without Gilsonite) a significantly lower break temperature and a significantly higher break tension than for all other investigated variants was detected. That means that for Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>, the coldness flexibility is significantly more favorable, i.e. the resistance to the forming of coldness cracks should be assessed significantly higher than for the other three variants. Nevertheless, for reason of the significantly higher break tension and the in this connection relatively higher cryogenic tensile stress, a significantly greater negative influence on resistance to fatigue crack forming resp. on the utilization period that can be calculated to be expected must be assumed for Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>. It can also be learned from Table No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> that the mean values for the break temperature parameter do not differ significantly between Variants. No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (grit mastic binding without and with Gilsonite), but are at a significantly lower level than for Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (asphalt binder with Gilsonite). That leads to the conclusion that in respect of coldness flexibility, i.e. resistance to coldness crack forming, Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> has come out significantly less favorably than Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Fatigue behavior<\/h3>\n<p style=\"text-align: justify;\">Compared to another asphalt variant, the fatigue behavior of an asphalt variant has a tendency of having to be assessed more favorably as the e.g. through a splitting and erectile tension experiment as per [<span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span>] determined stress-cycle number NMakroriss comes out higher with the same initial elastic expansion. The following observations should be taken into account for a comparative evaluation of fatigue behavior of the four investigated variants and for discovering possible influences of different fatigue behavior on the utilization periods that have been determined to be expected in the example calculation. For dimensioning asphalt mounting in Temperature Zone <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> as per RDO As[halt <span style=\"font-family: verdana, geneva, sans-serif;\">09<\/span> as well as in the example calculation here at hand (see Chapter <span style=\"font-family: verdana, geneva, sans-serif;\">4.0<\/span>), load case combinations of more than <span style=\"font-family: verdana, geneva, sans-serif;\">75<\/span> % for surface temperature between <span style=\"font-family: verdana, geneva, sans-serif;\">2.5<\/span> \u00b0C and <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> \u00b0C are used. For the temperature range, the following tensile bending expansion ranges with a depth of <span style=\"font-family: verdana, geneva, sans-serif;\">12<\/span> cm below the top of the traffic lane (underside asphalt binder layer) can be calculated by means of [<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>] for layer build-ups with the four investigated variants, whilst applying the framework condition:<\/p>\n<ul>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> (Split mastic binder without Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">0.062 \u2030 to 0.088 \u2030<\/span><\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 2<\/span> (Split mastic binder with Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">0.060 \u2030 to 0.088 \u2030<\/span><\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (Split mastic binder without Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">0.059 \u2030 to 0.080 \u2030<\/span><\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (Asphalt binder with Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">0.056 \u2030 to 0.076 \u2030<\/span><\/li>\n<\/ul>\n<p style=\"text-align: justify;\">When it is considered that these expansion ranges are used in over <span style=\"font-family: verdana, geneva, sans-serif;\">75<\/span> % of the load case combinations in the dimensioning calculations and the appurtenant achieved stress-cycle numbers NMakroriss for the individual four variants are tapped from Picture No. <span style=\"font-family: verdana, geneva, sans-serif;\">6<\/span> for these expansion ranges, it can be seen that in case it is applied, the mostly determinant fatigue behavior (in the expansion range between around <span style=\"font-family: verdana, geneva, sans-serif;\">0.06<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">0.09 \u2030<\/span>) of asphalt binder Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (without Gilsonite) and No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (with Gilsonite) can be better estimated in terms of a higher utilization period that can be calculated to be expected than in case of the Split mastic binder Variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> (without Gilsonite) and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (with Gilsonite). Whilst the fatigue behavior of the split mastic binder variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> in this expansion range can be classified as practically being more or less of equal value, the fatigue behavior of Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (asphalt binder with Gilsonite) is showing growing advantages with decreasing expansion compared to Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (asphalt binder without Gilsonite).<\/p>\n<h3>Summary<\/h3>\n<p style=\"text-align: justify;\">On the basis of the determined results from the investigation, additionally, calculations by means of software for the dimensioning of asphalt mountings for traffic surfaces should be done in order to be able to show possible impact on utilization periods that can be calculated to be expected by using the asphalt binder variants that were to be observed. Usage behavior was addressed to four different asphalt binder variants<\/p>\n<p style=\"text-align: justify;\">Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>: Split mastic binder without Gilsonite and <span style=\"font-family: verdana, geneva, sans-serif;\">10\/40-65<\/span> A-RC as per initial test No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/232\/2011<\/span><br \/>\nVariant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>: with Gilsonite and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> as per initial test No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/384\/2011<\/span><br \/>\nVariant No.\u00a0<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>: Asphalt binder AC <span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span> B S resp. AC <span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span> B Hmb without Gilsonite and <span style=\"font-family: verdana, geneva, sans-serif;\">10\/40-65<\/span> A-RC as per initial test No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/662\/2011<\/span><br \/>\nVariant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>: Asphalt binder AC 16 B B S resp. AC <span style=\"font-family: verdana, geneva, sans-serif;\">16<\/span> B Hmb with Gilsonite and <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> as per initial test No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 1\/661\/2011<\/span>) by means of Indirect tension test on cylindrical specimens (IT-CY) (stiffness and fatigue) as well as thermal stress restrained specimen test (TSRST) (coldness).<br \/>\nBy working this research project, the following knowledge could be gained:<\/p>\n<p style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">1-<\/span> Control test on mixtures created in the laboratory showed that the determined findings agreed for all variants with the values given in the initial tests resp. the technical terms and conditions.<br \/>\n<span style=\"font-family: verdana, geneva, sans-serif;\">2-<\/span> In an example calculation by means of [<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>], for a traffic lane build-up that must be selected in accordance with Design Directive No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 1<\/span> (ER <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>) of the Free and Hanseatic City of Hamburg for Construction Class II and that shows a concomitant use by traffic, the following utilization periods that can be calculated to be expected have been determined, with the aid of the determined material parameters, by applying the four tested variants as asphalt binder layer under the selected framework conditions and on the assumption that the asphalt layers are laid on an already cracked bearing layer.<\/p>\n<ul>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> (Split mastic binder without Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">21<\/span> years<\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> (Split mastic binder with Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> years<\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> (Asphalt binder without Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">26<\/span> years<\/li>\n<li style=\"text-align: justify;\">Build-up with Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> (Asphalt binder with Gilsonite): <span style=\"font-family: verdana, geneva, sans-serif;\">29<\/span> years<\/li>\n<\/ul>\n<p style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">1-<\/span> The slightly higher utilization period of one year that can be calculated to be expected with a build-up with split mastic binder with Gilsonite (Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>) compared to a build-up with split mastic binder without Gilsonite (Variant No. 1) merely results from a significantly higher stiffness module at one of four test temperatures at next to identical fatigue behavior in the expansion range that is relevant for the application. Moreover, no significant differences in coldness behavior could be shown between Variants No 1 and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>.<br \/>\n<span style=\"font-family: verdana, geneva, sans-serif;\">2-<\/span> For the asphalt binder variants No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> resp. No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>, independently of the application of the natural asphalt Gilsonite compared to the split mastic binder variants No. 1 and No. <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>, larger stiffness modules could be extracted at three resp. four of four test temperatures as well as advantages of the fatigue behavior in the determinant expansion range for the selected example calculation. On the basis of these correlations, the above-mentioned values that are higher by four to eight years could be prognosticated for the utilization periods that can be calculated to be expected.<br \/>\n<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>&#8211; For the asphalt binder variant with Gilsonite and with base bitumen of the <span style=\"font-family: verdana, geneva, sans-serif;\">50\/70<\/span> kind (Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>), compared to the asphalt binder without Gilsonite with base bitumen of the <span style=\"font-family: verdana, geneva, sans-serif;\">10\/40-655<\/span> A kind (Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>), a utilization period that can be calculated to expected of three extra years can be calculated in an example calculation for an otherwise identical layer build-up and the same traffic use. This can be explained through significantly larger stiffness modules at all four test temperatures, more favorable fatigue behavior in the relevant expansion range and significantly lower break tension, which agrees with lower cryogenic tensile stress, for asphalt binder variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> with Gilsonite, compared to asphalt binder Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> without Gilsonite.<br \/>\n<span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span>&#8211; On the basis of the findings at hand, it is recommended to apply both Split mastic binder Va\u00adriants No. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 2<\/span> with and without Gilsonite as well as Asphalt binder Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> without Gilsonite in the Frost Impact Zones I as well as II and Asphalt binder Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> only in Frost Impact Zone I (see also Test Reports No.<span style=\"font-family: verdana, geneva, sans-serif;\"> 1\/384\/2011-3<\/span> and No. <span style=\"font-family: verdana, geneva, sans-serif;\">1\/661\/2011-3<\/span>; Attachment <span style=\"font-family: verdana, geneva, sans-serif;\">5.0<\/span>). This recommendation is made on the basis of significantly more favorable coldness flexibility, i.e. significantly greater resistance to coldness crack forming of the three first mentioned variants compared to Asphalt binder Variant No. <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> with Gilsonite.<br \/>\n<span style=\"font-family: verdana, geneva, sans-serif;\">5-<\/span> In conclusion, for the sake of completeness it should be mentioned that for a layer build-up with the Calibration Asphalt Binder of the RDO Asphalt <span style=\"font-family: verdana, geneva, sans-serif;\">09<\/span> under otherwise identical framework conditions and assumptions made by means of [<span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span>], a utilization period that can be calculated to be expected of <span style=\"font-family: verdana, geneva, sans-serif;\">18<\/span> years is prognosticated, so that it can be stated that all four tested asphalt binder variants have done better in terms of the example dimensioning calculation than the calibration asphalt binder and for the asphalt binder variant with Gilsonite a value that is higher by <span style=\"font-family: verdana, geneva, sans-serif;\">11<\/span> years was calculated for the utilization period that can be calculated to be expected.<\/p>\n<ul>\n<li style=\"text-align: justify;\">Assessment of the asphalt binder layer modified by Gilsonite after <span style=\"font-family: verdana, geneva, sans-serif;\">7<\/span> years of operating life in Austria<\/li>\n<li style=\"text-align: justify;\">Information About The Asphalt Construction<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">In <span style=\"font-family: verdana, geneva, sans-serif;\">2003<\/span> the asphalt construction in the road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">157,100<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">162,500<\/span> in direction of Linz of A<span style=\"font-family: verdana, geneva, sans-serif;\">9<\/span> Pyhrn Motorway has been in parts placed newly. The following three-layers-asphalt construction has been placed in the 1st traffic lane. The asphalts are described in accordance with the regulative of the Austrian Standard B <span style=\"font-family: verdana, geneva, sans-serif;\">3580\u00ad1:2009<\/span> (EN <span style=\"font-family: verdana, geneva, sans-serif;\">13108-1:2008<\/span>) and of the Austrian Standard B <span style=\"font-family: verdana, geneva, sans-serif;\">3584-1:2009<\/span> (EN <span style=\"font-family: verdana, geneva, sans-serif;\">13108-5:2008<\/span>).<\/p>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3984 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Fatigue-behavior.jpg\" alt=\"Fatigue behavior\" width=\"452\" height=\"150\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Fatigue-behavior.jpg 452w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Fatigue-behavior-300x100.jpg 300w\" sizes=\"(max-width: 452px) 100vw, 452px\" \/><\/p>\n<p style=\"text-align: justify;\">The asphalt binder layer in the section of km <span style=\"font-family: verdana, geneva, sans-serif;\">157,100<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span> was manufactured basing on an asphalt mixture modified by natural asphalt Gilsonite. Considering requirements of the Austrian Standard B <span style=\"font-family: verdana, geneva, sans-serif;\">3580-1:2009<\/span> this asphalt binder layer can be described as AC <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> binder <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span>, H2, G4, Gilsonite In the following road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">162,500<\/span> the asphalt binder layer was manufactured basing on polymer modified bitumen. Basing on the Austrian Standard B <span style=\"font-family: verdana, geneva, sans-serif;\">3580-1:2009<\/span> this asphalt mixture can be described as<\/p>\n<ul>\n<li style=\"text-align: justify;\">AC <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> binder PmB <span style=\"font-family: verdana, geneva, sans-serif;\">45\/80-50<\/span>, H<span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>, <span style=\"font-family: verdana, geneva, sans-serif;\">G4<\/span><\/li>\n<li style=\"text-align: justify;\">There is an asphalt base course below the three-layers-asphalt construction, whose service life is approx. <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span> years.<\/li>\n<li style=\"text-align: justify;\">In the 2nd traffic lane as well as in the emergency lane mostly only the asphalt surface layer has been newly placed.<\/li>\n<\/ul>\n<h3>Gilsonite-Asphalt mixture &#8211; Documentation of the Status Display of the Asphalt Construction<\/h3>\n<p style=\"text-align: justify;\">Traffic load caused by heavy vehicles: the actual results of the traffic census carried out by ASFINAG in September <span style=\"font-family: verdana, geneva, sans-serif;\">2010<\/span>, show that the number of heavy vehicles in direction of Linz (total weight of vehicles &gt; <span style=\"font-family: verdana, geneva, sans-serif;\">3,5<\/span> to) is <span style=\"font-family: verdana, geneva, sans-serif;\">1.066<\/span> per day. So basing on the guidelines of the Austrian Standard and Regulations for Roads RVS <span style=\"font-family: verdana, geneva, sans-serif;\">03.08.63:2008<\/span> regarding the traffic volume the highest load class S is to be assigned to this road section of A<span style=\"font-family: verdana, geneva, sans-serif;\">9<\/span> Pyhrn Highway (calculated allowed load repetitions within the service lifetime of <span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span> years is <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> x <span style=\"font-family: verdana, geneva, sans-serif;\">106<\/span>). Comparative assessment of the asphalt constructions: rut depth in the 1st traffic lane In the road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">157,100<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span> (asphalt binder layer: Gilsonite) as well as in the road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">162,500<\/span> (asphalt binder layer: PmB<span style=\"font-family: verdana, geneva, sans-serif;\"> 45\/80-50<\/span>) the depth of the ruts of &lt; <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> mm was detected in the lst lane. In order to determine the dimensions of the actually existing ruts measurements were carried out in the area of both wheel tracks in the 1st traffic lane by means of a <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> m \u2013 leveling rod and a measuring wedge. The measurements in the total widths of the traffic lane were carried out using the measurement device planum. These measurements occurred at an interval of approx. <span style=\"font-family: verdana, geneva, sans-serif;\">100<\/span> m. During the measurements in the wheel tracks the following rut depths were detected: road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">157,100<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250.<\/span> Asphalt binder layer: modified by Gilsonite<\/p>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"aligncenter wp-image-3988 size-full\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Documentation-Of-The-Status-Display-Of-The-Asphalt-Construction.jpg\" alt=\"Documentation Of The Status Display Of The Asphalt Construction\" width=\"377\" height=\"328\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Documentation-Of-The-Status-Display-Of-The-Asphalt-Construction.jpg 377w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Documentation-Of-The-Status-Display-Of-The-Asphalt-Construction-300x261.jpg 300w\" sizes=\"(max-width: 377px) 100vw, 377px\" \/><br \/>\nRoad section of km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">162,500<\/span>: asphalt binder layer: modified by PmB <span style=\"font-family: verdana, geneva, sans-serif;\">45\/80-50<\/span><\/p>\n<p><img loading=\"lazy\" decoding=\"async\" class=\"wp-image-3989 size-full aligncenter\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Table.jpg\" alt=\"Documentation Of The Status Display Of The Asphalt Construction\" width=\"424\" height=\"481\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Table.jpg 424w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/05\/Table-264x300.jpg 264w\" sizes=\"(max-width: 424px) 100vw, 424px\" \/><\/p>\n<p style=\"text-align: justify;\">Results of measurement by means of planum. At the measurements by planum unevenness in the cross, the direction was measured in the whole width of the traffic lane of <span style=\"font-family: verdana, geneva, sans-serif;\">360<\/span> cm \u2014 <span style=\"font-family: verdana, geneva, sans-serif;\">370<\/span> cm. The measurement results can be interpreted as follows: Road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">157,100<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span>: in this road section five cross sections were measured. The deepest recorded rut in the cross sections is approx. <span style=\"font-family: verdana, geneva, sans-serif;\">3,0<\/span> mm. The graphics below demonstrate the status display of the pavement surface. Road section of km <span style=\"font-family: verdana, geneva, sans-serif;\">158,250<\/span> \u2014 km <span style=\"font-family: verdana, geneva, sans-serif;\">162,500:<\/span> in this road section three cross sections were measured. The deepest rut in the measured cross sections is ca. <span style=\"font-family: verdana, geneva, sans-serif;\">3,5<\/span> mm. The graphics below present the actual status display of the pavement surface.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Crack Formations in the 1st Lane<\/h3>\n<p style=\"text-align: justify;\">As mentioned above, three layers of the asphalt construction have been renewed only in the 1st traffic lane. In the emergency lane as well as in the 2nd traffic lane mostly the asphalt surface layer has been replaced. During the replacement of the asphalt binder layers, no measures were taken in order to seal joints to the 2nd traffic lane and to the emergency lane (e.g. by placing bituminous joint filling). Only the longitudinal joints between the asphalt surface layer of the 1st and the 2nd lane have been sealed using bituminous joint filling. The longitudinal joint of the asphalt binder layer has been placed shifted in relation to the longitudinal joint of the asphalt surface layer. During the inspection of the road, the section was detected that the longitudinal joints of the asphalt binder layer opened in some areas. The open joints of the asphalt binder layer to the asphalt layers in the 2nd traffic lane as well as in the emergency lane caused reflection cracks in the asphalt surface layer. These reflection cracks in the asphalt surface are shown in the road section with the asphalt binder layer modified by Gilsonite, but they are obvious also in the section, where the asphalt binder layer was manufactured using polymer modified bitumen. Figura <span style=\"font-family: verdana, geneva, sans-serif;\">13<\/span>: Photos <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> below demonstrate an open joint as a reflection crack in the asphalt binder layer at the left edge of the 1st traffic lane. A similar status display is evident also in the emergency lane. The open joint of the asphalt binder layer caused a reflection crack in the asphalt surface. Figura <span style=\"font-family: verdana, geneva, sans-serif;\">14<\/span>: Photo <span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span> Figura <span style=\"font-family: verdana, geneva, sans-serif;\">15<\/span>: Photo <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> In the area of the emergency lane, some cracks were detected in the cross direction. These cracks document the aging of the asphalt layers below the asphalt surface newly constructed in <span style=\"font-family: verdana, geneva, sans-serif;\">2003.<\/span> The crack formations mentioned above, are not related to the qualitative characteristics of the placed asphalt binder layers, which are to be evaluated. This evaluation took place only in order to refer the cracks appeared on the pavement surface, to their matters.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Assessment of the Asphalt Binder Layers<\/h3>\n<p>At the initial test of both asphalt binder layer types<\/p>\n<ul>\n<li>AC <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> binder<span style=\"font-family: verdana, geneva, sans-serif;\"> 70\/100<\/span>, H<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>, <span style=\"font-family: verdana, geneva, sans-serif;\">G4<\/span>, Gilsonite<\/li>\n<li>AC <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> binder PmB <span style=\"font-family: verdana, geneva, sans-serif;\">45\/80-50<\/span>, H<span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>, <span style=\"font-family: verdana, geneva, sans-serif;\">G4<\/span><\/li>\n<\/ul>\n<p style=\"text-align: justify;\">The resistance of asphalts to deformation was assessed. Within an acceptance test, the resistance to deformation of the asphalt binder layer modified by Gilsonite was assessed. The results of these tests showed that both asphalt binder layers are very resistant to deformation. The results of these material tests are confirmed in practice also through the performance characteristics of the asphalt binder layers. Taking into the amount the high frequency of the heavy vehicles (load class S) it was noticed that the maximum depth of the ruts on the surface of the asphalt construction after seven years of operating life is <span style=\"font-family: verdana, geneva, sans-serif;\">4,0<\/span> mm. Such ruts in the range of <span style=\"font-family: verdana, geneva, sans-serif;\">4,0<\/span> mm were detected only at some measured areas and cannot be valid as the representative for both road sections (average rut depth &lt; <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> mm). From this status display can be derived that the asphalt binder layer modified on the basis of the natural asphalt Gilsonite:<\/p>\n<ul style=\"text-align: justify;\">\n<li>shows a resistance to deformation, which is sufficient for high traffic load;<\/li>\n<li>shows a resistance to deformation comparable with the one of the asphalt binder layer manufactured on the basis of the polymer modified bitumen.<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">In both road sections, no any cracks were detected which would be caused by the asphalt binder layer.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; The report over the evaluation of characteristic binder values determined on standard Bitumen types with different Gilsonite natural asphalt modifications.<\/h3>\n<p style=\"text-align: justify;\">Values of several selected binder for the standard bitumen types <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span> have been determined. As a comparison, the same values set for the bitumen types should be determined when using different parts of Gilsonite modification.<\/p>\n<p style=\"text-align: justify;\">Carried Out Testing<br \/>\nAs per the order, the following tests were carried out on the standard bitumen types and\/or on the bitumen modified with natural asphalt: Bitumen Types <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span> ex OMV AG:<\/p>\n<ul>\n<li>Penetration at <span style=\"font-family: verdana, geneva, sans-serif;\">25\u00b0<\/span> C according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">1426<\/span><\/li>\n<li>Softening point with Ring Lind Ball according to EN<span style=\"font-family: verdana, geneva, sans-serif;\"> 1427<\/span><\/li>\n<li>Breaking point according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">12593<\/span><\/li>\n<li>Elastic Recovering according to ONORM C<span style=\"font-family: verdana, geneva, sans-serif;\">9219<\/span><\/li>\n<\/ul>\n<h2>Gilsonite-Asphalt mixture &#8211; Gilsonite modified Bitumen Types:<\/h2>\n<ul>\n<li style=\"text-align: justify;\">Gilsonite parts of<span style=\"font-family: verdana, geneva, sans-serif;\"> 7<\/span>%, <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span>%, and <span style=\"font-family: verdana, geneva, sans-serif;\">13<\/span>% were added to the standard bitumen types <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span>.<\/li>\n<li style=\"text-align: justify;\">Then, the same binder values were determined as for standard bitumen types.<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">After the tests, the penetration index according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">12591<\/span> was determined, along with the application span (plastic span) as the difference between softening point with ring and ball and breaking point. The product Gilsonite consists approx. <span style=\"font-family: verdana, geneva, sans-serif;\">99<\/span> M-% of soluble parts (Bitumen) and to approx. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span> M-% of mineral fillers. Due to these fillers, the thin bitumen layer may break too early in the cooling phase during the bitumen testing \u201cBreaking Point\u201d. For this reason, the following tests were carried out on 2 standard Bitumen types with <span style=\"font-family: verdana, geneva, sans-serif;\">13<\/span>% Gilsonite modification and on <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> polymers modified Bitumen used for the construction of asphalt base courses.<\/p>\n<ul>\n<li>Dissolving of the binder in the solvent Toluene.<\/li>\n<li>Centrifuging of the Toluene-Binder mixture in the cold extraction equipment<\/li>\n<li>Recovery of the Bitumen out of the solution according to ONORM <span style=\"font-family: verdana, geneva, sans-serif;\">B3689-2<\/span><\/li>\n<li>Determination of the Breaking Point of the recovered Bitumen according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">12593<\/span><\/li>\n<\/ul>\n<p>The Breaking Points of the 2 Bitumen types PmB <span style=\"font-family: verdana, geneva, sans-serif;\">30-50<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">60-90<\/span> were also determined before they were dissolved in Toluene. These Bitumen types were also attained from OMV.<\/p>\n<h3>Test Results<\/h3>\n<p style=\"text-align: justify;\">The following tables contain the results of the carried out testing A graphic of the results and a mathematical depiction in the form of a regression equation are included in the Following pictures below.<\/p>\n<h3>Conclusion<\/h3>\n<p style=\"text-align: justify;\">The carried out testing and the results clearly prove the stiffening characteristics of Gilsonite natural asphalt. A clear correlation could be defined between the values of Penetration at <span style=\"font-family: verdana, geneva, sans-serif;\">25<\/span>\u00b0 C, Softening point with Ring and Ball and the Breaking point and the modification degree with Gilsonite. These correlations were also significant for the tested initial bitumen types <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span>. Emphasis must be made upon the fact that the determined correlations are valid only for the initial Bitumen sorts ex OMV-Refinery. Other Bitumen types of the same penetration class and\/or standard can show other distinctions as a result of the use of different raw oils and production methods. In this case, it would be more sensible to analyze the initial Bitumen ex OMV-Refinery and to administrate these results in a database. This database should then be expanded with the results of further testing so that when using other bitumen types in the future, a better and\/or purposeful forecast can be made in regard to the resulting Bitumen characteristics. Regarding the change of the Softening Point with Ring and Ball and the Breaking Point in correspondence to the degree of Gilsonite modification, these values vary only insignificantly when adding more than <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span>% of the natural asphalt to the Bitumen. This clearly shows that a high modification with Gilsonite natural asphalt would only have a minor positive influence upon the quality of the asphalt mixture. Further use-oriented asphalt testing would be necessary in order to prove whether the conclusion, which was only made in regard to the testing of the binder component, also applies to the characteristics of the asphalt mixture. The estimates regarding cracking at low temperatures can be made according to the Finnish Standard \u201eFinnish Asphalt Specifications <span style=\"font-family: verdana, geneva, sans-serif;\">1995<\/span>\u2033, This Standard splits the to be expected temperatures into 2 classes (-<span style=\"font-family: verdana, geneva, sans-serif;\">35<\/span>\u00b0C Class I, <span style=\"font-family: verdana, geneva, sans-serif;\">-25\u00b0<\/span>C Class II) and defines limits for the indirect tensile strength of the test specimens at &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span>\u00b0C from <span style=\"font-family: verdana, geneva, sans-serif;\">2,8<\/span> Mpa (Class I) and 5 <span style=\"font-family: verdana, geneva, sans-serif;\">4,1<\/span> Mpa (Class II). The used initial Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span> have an application span of <span style=\"font-family: verdana, geneva, sans-serif;\">65<\/span>\u00b0 and\/or <span style=\"font-family: verdana, geneva, sans-serif;\">61<\/span>\u00b0 C, which at the first look can not be increased with modification with Gilsonite. But, through testing, it was proven that the Breaking Point is strongly influenced by the filler content of approx. <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>% in the natural asphalt. Through cold extraction with the solvent Toluene and then the recovery of the Bitumen and new determination of the Breaking Point, an improvement of the Breaking Point could be determined in comparison to the usual polymer modified binders. As a result, with a <span style=\"font-family: verdana, geneva, sans-serif;\">13<\/span>% natural asphalt modification, the rising of the application span of approx. <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span>\u00b0 C was determined. Logically, the use of initial Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span> instead of <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> improves the low-temperature characteristics of the resulting binder. Which influence the softer binder has upon the deformation characteristics of asphalt has not been tested. Therefore, we suggest the carrying out of rut testing with an initial Bitumen of <span style=\"font-family: verdana, geneva, sans-serif;\">160\/220<\/span> with a 10% modification with Gilsonite.<\/p>\n<h2>Gilsonite-Asphalt mixture &#8211; Report Regarding the Results and the Condition of the with Gilsonite \u2013 Natural Asphalt Modified\u00a0Bituminous Base Course<\/h2>\n<p style=\"text-align: justify;\">after the first Winter Period A<span style=\"font-family: verdana, geneva, sans-serif;\">9<\/span> Pyhrn Autobahn Construction Site Hinkelwald <span style=\"font-family: verdana, geneva, sans-serif;\">2003<\/span>, RFB Linz This Report is regarding the results from the mix design and control testing executed upon the bituminous base course constructed with the natural asphalt Gilsonite in the Year <span style=\"font-family: verdana, geneva, sans-serif;\">2003<\/span>. Furthermore, the present section of the Construction Site Hinkelwald of the Pyhrn Motorway was surveyed and then evaluated. The above-mentioned construction site in which the binder layer of the bituminous construction was constructed with Bitumen of the Type <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> modified with natural asphalt. As surface layer, a <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> cm thick noise reduced stone mastix asphalt (SMA <span style=\"font-family: verdana, geneva, sans-serif;\">11<\/span>-LM) was paved. In this case, natural Asphalt with a soluble portion <span style=\"font-family: verdana, geneva, sans-serif;\">99<\/span> vol. % of bitumen has to be used. OSAG also defined the amount of natural asphalt with <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> vol.-% in reference to the optimal binder content from the mix design. The suitability of the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS Asphalt Mixture modified with Gilsonite \u2013 Natural Asphalt has to be proven according to the technical specifications through an extended mix design. For this purpose, a comparable asphalt mixture using an elastomeric modified Bitumen Type PmB <span style=\"font-family: verdana, geneva, sans-serif;\">60-90<\/span> as the binder was worked out. This mixture had nearly identical volumetric values as the mixture with natural asphalt. The paving of the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS layers using different binder systems (with Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and Gilsonite or with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">60-90<\/span>) was executed in the Construction Site Hinkelwald by the Contractor in the first traffic lane and in a layer thickness of <span style=\"font-family: verdana, geneva, sans-serif;\">7<\/span> cm. The asphalt mixture with the Gilsonite \u2013 Modification was paved in the section between km<span style=\"font-family: verdana, geneva, sans-serif;\"> 158,250<\/span> and km <span style=\"font-family: verdana, geneva, sans-serif;\">157,100<\/span>.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211;\u00a0Extended Mix Design<\/h3>\n<p style=\"text-align: justify;\">The mix design for this asphalt mixture was set up by the Contractor. In the revision to the requirements stated in RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41<\/span>, the Bitumen used was not that stated in ON B <span style=\"font-family: verdana, geneva, sans-serif;\">3613<\/span> or ON B<span style=\"font-family: verdana, geneva, sans-serif;\"> 3614<\/span>, but much rather Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">12591<\/span> and Gilsonite Natural Asphalt as stated by OSAG in technical specifications. According to the technical specifications, the following reference values were to be investigated:<\/p>\n<ul>\n<li>Resistance to Deformation according to RVS <span style=\"font-family: verdana, geneva, sans-serif;\">11.065<\/span>, Part IV<\/li>\n<li>Indirect Tensile Strength using <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> different testing temperatures according to EN <span style=\"font-family: verdana, geneva, sans-serif;\">12697-23<\/span><\/li>\n<\/ul>\n<p>The above-mentioned tests were comparatively executed for the following asphalt mixtures:<\/p>\n<ul>\n<li>BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2013 Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> with <span style=\"font-family: verdana, geneva, sans-serif;\">10<\/span> vol.-% Gilsonite Natural Asphalt<\/li>\n<li>BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2013 Bitumen PmB<span style=\"font-family: verdana, geneva, sans-serif;\"> 60-90<\/span><\/li>\n<\/ul>\n<p style=\"text-align: justify;\">The comparability of these mixtures was proven through the use of comparative volumetric reference values within the mix design. Only carbonic aggregates (limestone) from the area of Graz were used for the production of the asphalt mixture.<\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Extended Acceptance Test<\/h3>\n<p style=\"text-align: justify;\">Tests were executed in this section of the Construction Site Hinkeiwald <span style=\"font-family: verdana, geneva, sans-serif;\">2003<\/span> according to the relevant guidelines:<\/p>\n<ul>\n<li>Requirements for the Asphalt Mixture \u2013 RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41<\/span><\/li>\n<li>Requirements for the Asphalt Mixture \u2013 RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.04.11<\/span><\/li>\n<\/ul>\n<p style=\"text-align: justify;\">Furthermore, in agreement with OSAG, the following testing of the Asphalt Mixture BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2013 Gilsonite was executed:<\/p>\n<ul>\n<li style=\"text-align: justify;\">Resistance to Deformation according to RVS <span style=\"font-family: verdana, geneva, sans-serif;\">11.065<\/span>, Part iV<\/li>\n<li style=\"text-align: justify;\">Indirect Tensile Strength using <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> different testing temperatures according to EN<span style=\"font-family: verdana, geneva, sans-serif;\"> 12697-23<\/span> (without determination of the failure strain)<\/li>\n<li style=\"text-align: justify;\">Summary Of The Results From The Executed Tests And Inspections<\/li>\n<\/ul>\n<p style=\"text-align: justify;\">The optimal total binder content was defined as <span style=\"font-family: verdana, geneva, sans-serif;\">4,6<\/span> % by mass and this was confirmed by OSAG. Correspondingly, the content of Gilsonite in the asphalt mixture amounts to approx. <span style=\"font-family: verdana, geneva, sans-serif;\">0,5<\/span> % by mass. The natural asphalt was dosed out of sacks, in accordance with the exact charge weight of the asphalt mix, directly into the mixer of the mixing plant. Resistance to Deformation of the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2014 Layers The results of the rut tests executed within the extended mix design and control tests are stated in the following Table <span style=\"font-family: verdana, geneva, sans-serif;\">1<\/span>. The test results were compared with the requirements stated in RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41.<\/span><\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"aligncenter wp-image-4011 size-full\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/04\/Rut-Depth-in-\u2018Yo.jpg\" alt=\"Rut Depth\" width=\"570\" height=\"219\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/04\/Rut-Depth-in-\u2018Yo.jpg 570w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/04\/Rut-Depth-in-\u2018Yo-300x115.jpg 300w\" sizes=\"(max-width: 570px) 100vw, 570px\" \/><\/p>\n<p style=\"text-align: justify;\">Indirect Tensile Strength of the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2014 Asphalt Mixture The following table <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> shows the results of the indirect tensile strengths attained at different testing temperatures. The test values were attained for the mix design as well as for the acceptance test. Table <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span><\/p>\n<p style=\"text-align: justify;\"><img loading=\"lazy\" decoding=\"async\" class=\"aligncenter wp-image-4012 size-full\" src=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/04\/Test-Temperature-in-\u00b0C.jpg\" alt=\"Extended Acceptance Test\" width=\"563\" height=\"401\" srcset=\"http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/04\/Test-Temperature-in-\u00b0C.jpg 563w, http:\/\/gilsoniteco.com\/wp-content\/uploads\/2017\/04\/Test-Temperature-in-\u00b0C-300x214.jpg 300w\" sizes=\"(max-width: 563px) 100vw, 563px\" \/><\/p>\n<h3>Gilsonite-Asphalt mixture &#8211; Acceptance Test for the Asphalt Mixture<\/h3>\n<p style=\"text-align: justify;\"><span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> asphalt mixture tests were executed during the construction works of the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2014 Gilsonite Mixture layer. The results of the tests show that <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> of the <span style=\"font-family: verdana, geneva, sans-serif;\">3<\/span> tested samples had a void content of 6 vol.-%. These values are out of the limits according to the RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41.<\/span> For these 2 samples the binder content, taking the requirements of the mix design, was within the tolerance level stated in RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41.<\/span> The requirements of the Marshall-Stability and Particle Size Distribution were completely fulfilled for all three tested asphalt mixtures. The Marshall-Stability was much higher during the acceptance tests in comparison to the values from the mix design.<span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41.<\/span> The requirements of the Marshall-Stability and Particle Size Distribution were completely fulfilled for all three tested asphalt mixtures. The Marshall-Stability was much higher during the acceptance tests in comparison to the values from the mix design.<\/p>\n<h3>Acceptance Test for the Layer<\/h3>\n<p style=\"text-align: justify;\">For this section of the A<span style=\"font-family: verdana, geneva, sans-serif;\">9<\/span> Pyhrn Autobahn 4 drilling cores were excavated in order to determine the layer thickness and the bulk density of the \u201cGilsonite Layer\u201d. The executed layer thickness measurements show that the layer was partly constructed thinner than the <span style=\"font-family: verdana, geneva, sans-serif;\">7,0<\/span> cm layer thickness defined as per contract. The other reference values, such as void content and relative density, fun all the requirements stated in RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.04.11,<\/span> with the acceptance of one void content value which exceeds the requirements.<span style=\"font-family: verdana, geneva, sans-serif;\">7,0<\/span> cm layer thickness defined as per contract. The other reference values, such as void content and relative density, fun all the requirements stated in RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.04.11<\/span>, with the acceptance of one void content value which exceeds the requirements.<\/p>\n<h3>Visual Evaluation of the Surface Condition<\/h3>\n<p style=\"text-align: justify;\">During the section inspection on <span style=\"font-family: verdana, geneva, sans-serif;\">24.05.04<\/span>, no visible differences could be determined between those sections constructed with highly stable bituminous base courses with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">60-90<\/span> or Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> with Gilsonite. No deformations (measured rut depth throughout the testing was <span style=\"font-family: verdana, geneva, sans-serif;\">0<\/span> mm) and crack formations were visible throughout the total section of the SMA <span style=\"font-family: verdana, geneva, sans-serif;\">11<\/span> \u2013 LK S, LM \u2013 Layer. A photo documentation of the section in which the BT 22 HS Layer was constructed with Gilsonite is included in Enclosure <span style=\"font-family: verdana, geneva, sans-serif;\">6.6.60-90<\/span> or Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> with Gilsonite. No deformations (measured rut depth throughout the testing was 0 mm) and crack formations were visible throughout the total section of the SMA <span style=\"font-family: verdana, geneva, sans-serif;\">11<\/span> \u2013 LK S, LM \u2013 Layer. A photo documentation of the section in which the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS Layer was constructed with Gilsonite is included in Enclosure 6<span style=\"font-family: verdana, geneva, sans-serif;\">.<\/span><\/p>\n<h3>Conclusions<\/h3>\n<p style=\"text-align: justify;\">Through the results of the extended Mix Design and the Acceptance Tests along with the visual inspection after the first winter period, the following conclusions can be made taking into consideration the comparative tests (PmB<span style=\"font-family: verdana, geneva, sans-serif;\"> 60-90<\/span> or Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> with Gilsonite): Binder Demand: in comparison with base courses with elastomeric modified binders, highly stable base courses with Gilsonite have a slightly higher binder demand due to higher viscosity. This fact could not yet be proven through the Mix Designs set up by the contractor\u2019s laboratory. The acceptance tests show an excision in the void content of the Marshall sample and an elevation of the Marshall stability which should not be neglected. This may be due to the fact that the asphalt mortar becomes highly viscous when the asphalt is once again heated in the Laboratory. Rut Resistance: The tests regarding rut resistance show a comparatively high resistance against rutting for the different mixtures of the Mix Design. The deformation resistance of an <a href=\"http:\/\/gilsoniteco.com\/2017\/06\/14\/gilsonite-benefits-asphalt-pavement\/\" target=\"_blank\" rel=\"noopener\">asphalt mixture<\/a> modified with Gilsonite is higher than that of a BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS mixture produced with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">60-90<\/span>. In reference to the requirements of the deformation resistance, it can clearly be stated, that the present BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2014 Asphalt Mixture produced with<span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2014 Asphalt Mixture produced with<span style=\"font-family: verdana, geneva, sans-serif;\"> 70\/100<\/span> and the Natural Asphalt Gilsonite, fulfil the requirements of RVS <span style=\"font-family: verdana, geneva, sans-serif;\">8S.01.41<\/span>. Indirect Tensile Test: The results of the indirect tensile strengths, attained during the mix design and the acceptance testing, can only partially be compared, because the bulk density of the test samples differed greatly (increase in viscosity of the asphalt mortar during renewed warming). The executed indirect tensile tests (Mix Design) show comparative strengths for the <span style=\"font-family: verdana, geneva, sans-serif;\">2<\/span> investigated asphalt mixtures during testing temperatures from &#8211;<span style=\"font-family: verdana, geneva, sans-serif;\">20<\/span>\u00b0C to <span style=\"font-family: verdana, geneva, sans-serif;\">0\u00b0<\/span>C. With a testing temperature of <span style=\"font-family: verdana, geneva, sans-serif;\">30<\/span>\u00b0C the indirect tensile strength of the asphalt modified with natural asphalt is approx. 45% greater than the strength of the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS asphalt mixture, which is produced with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">45<\/span>% greater than the strength of the BT 22 HS asphalt mixture, which is produced with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS asphalt mixture, which is produced with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS asphalt mixture, which is produced with PmB <span style=\"font-family: verdana, geneva, sans-serif;\">60-90<\/span>. During acceptance testing, as well as mix design, a variation of the indirect tensile strengths during different testing temperatures show a comparison regarding the level of the viscous- elastic characteristics of the construction material. The asphalt produced in the asphalt mixing plant is less temperature sensible in comparison with those mixtures produced in the laboratory. Workability: it is possible to lay a bituminous base course mixture modified with natural asphalt without any additional working processes with a finisher and then compacting it by the roller. The assumption can be made that the level workability will be of comparison with that of a PmB modified, highly stable bituminous asphalt base course mixture. Use-oriented Characteristics: the surface of the asphalt construction showed no signs of faulty cold-resistance after the first winter period. Regarding the requirements of deformation-resistance, the assumption can be made that the BT <span style=\"font-family: verdana, geneva, sans-serif;\">22<\/span> HS \u2014 Layer, produced with Bitumen <span style=\"font-family: verdana, geneva, sans-serif;\">70\/100<\/span> and Gilsonite is more favorable, that is in regard to its characteristic of deformation-willingness, in comparison to the mixture produced with PmB<span style=\"font-family: verdana, geneva, sans-serif;\"> 60-90.<\/span><\/p>\n<h3>\u00a0Data Sheet Asphalt Grade<\/h3>\n<table style=\"height: 317px; width: 490px; border-color: #888888;\">\n<tbody>\n<tr style=\"height: 25px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-size: 14pt;\">No<\/span><\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-size: 14pt;\">Test<\/span><\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-size: 14pt;\">Result<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-size: 14pt;\">Method<\/span><\/td>\n<\/tr>\n<tr style=\"height: 25px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">1<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Ash Content, wt%<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">17-22<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">174<\/span><\/td>\n<\/tr>\n<tr style=\"height: 27px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">\u00a02<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Moisture Content, wt%<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">&lt;2<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">173<\/span><\/td>\n<\/tr>\n<tr style=\"height: 25px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">3<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Volatile Matter, wt%<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">63<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">175<\/span><\/td>\n<\/tr>\n<tr style=\"height: 25px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">4<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Fixed Carbon, wt%<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">29<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">172<\/span><\/td>\n<\/tr>\n<tr style=\"height: 25px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">5<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Solubility in CS2,wt%<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">89 <\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">4<\/span><\/td>\n<\/tr>\n<tr style=\"height: 25px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">6<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Specific Gravity @ <span style=\"font-family: verdana, geneva, sans-serif;\">25 <\/span>C\u00ba<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">1.05<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">3289<\/span><\/td>\n<\/tr>\n<tr style=\"height: 26.6875px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">7<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Color in mass<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\">Black<\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">&#8211;<\/td>\n<\/tr>\n<tr style=\"height: 26px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">8<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Softening Point, C\u00ba<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">&lt;190<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">36<\/span><\/td>\n<\/tr>\n<tr style=\"height: 26px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">9<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Flash Point<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">&gt;420<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">Cleveland O.C.<\/td>\n<\/tr>\n<tr style=\"height: 26px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">10<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Penetration @ <span style=\"font-family: verdana, geneva, sans-serif;\">25 <\/span>C\u00ba<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">0<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">ASTM-D<span style=\"font-family: verdana, geneva, sans-serif;\">5<\/span><\/td>\n<\/tr>\n<tr style=\"height: 26px;\">\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">11<\/td>\n<td style=\"width: 129px; height: 25px; border-color: #888888; text-align: center;\">Particle Size (mesh)<\/td>\n<td style=\"width: 39px; height: 25px; border-color: #888888; text-align: center;\"><span style=\"font-family: verdana, geneva, sans-serif;\">100<\/span><\/td>\n<td style=\"width: 10px; height: 25px; border-color: #888888; text-align: center;\">Tyler<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n<p>&nbsp;<\/p>\n","protected":false},"excerpt":{"rendered":"<p>Gilsonite-Asphalt Mixture Gilsonite-Asphalt mixture &#8211; Application of Gilsonite in Hot Mix Asphalt Definition Of Gilsonite GILSONITE is a pure hydrocarbon, with a melting point between 160\u00b0C and 220\u00b0C. The mineral is natural bitumen and geologically petroleum based solid and therefore extremely compatible with petroleum bitumen. When blended, a very intimate molecule of GILSONITE and bitumen [&hellip;]<\/p>\n","protected":false},"author":1,"featured_media":0,"comment_status":"open","ping_status":"open","sticky":false,"template":"","format":"standard","meta":{"footnotes":""},"categories":[1,43],"tags":[233,230,106,231,306,103,232,90,91,246,219,99,104,84,234],"class_list":["post-3961","post","type-post","status-publish","format-standard","hentry","category-gilsonite","category-industrial","tag-asphalt","tag-asphalt-gilsonite","tag-asphaltite-in-asphalt-binder","tag-gilsonite-asphalt","tag-gilsonite-asphalt-modifications","tag-gilsonite-in-asphalt-binder","tag-gilsonite-in-asphalt-mixture","tag-gilsonite-in-hot-mix-asphalt","tag-gilsonite-in-road-asphalt","tag-gilsonite-modified-bitumen","tag-mixing-gilsonite-into-bitumen","tag-natural-asphalt-in-asphalt-binder","tag-natural-bitumen-in-asphalt-binder","tag-natural-bitumen-in-asphalt-pavement","tag-natural-bitumen-in-hot-mix-asphalt"],"_links":{"self":[{"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=\/wp\/v2\/posts\/3961","targetHints":{"allow":["GET"]}}],"collection":[{"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=\/wp\/v2\/posts"}],"about":[{"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=\/wp\/v2\/users\/1"}],"replies":[{"embeddable":true,"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=%2Fwp%2Fv2%2Fcomments&post=3961"}],"version-history":[{"count":38,"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=\/wp\/v2\/posts\/3961\/revisions"}],"predecessor-version":[{"id":4362,"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=\/wp\/v2\/posts\/3961\/revisions\/4362"}],"wp:attachment":[{"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=%2Fwp%2Fv2%2Fmedia&parent=3961"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=%2Fwp%2Fv2%2Fcategories&post=3961"},{"taxonomy":"post_tag","embeddable":true,"href":"http:\/\/gilsoniteco.com\/index.php?rest_route=%2Fwp%2Fv2%2Ftags&post=3961"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}