Classifications

• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08L—COMPOSITIONS OF MACROMOLECULAR COMPOUNDS
  • C08L95/00—Compositions of bituminous materials, e.g. asphalt, tar, pitch
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08K—Use of inorganic or non-macromolecular organic substances as compounding ingredients
  • C08K3/00—Use of inorganic substances as compounding ingredients
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08K—Use of inorganic or non-macromolecular organic substances as compounding ingredients
  • C08K3/00—Use of inorganic substances as compounding ingredients
  • C08K3/02—Elements
  • C08K3/06—Sulfur
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08K—Use of inorganic or non-macromolecular organic substances as compounding ingredients
  • C08K3/00—Use of inorganic substances as compounding ingredients
  • C08K3/18—Oxygen-containing compounds, e.g. metal carbonyls
  • C08K3/24—Acids; Salts thereof
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08K—Use of inorganic or non-macromolecular organic substances as compounding ingredients
  • C08K3/00—Use of inorganic substances as compounding ingredients
  • C08K3/32—Phosphorus-containing compounds
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08K—Use of inorganic or non-macromolecular organic substances as compounding ingredients
  • C08K5/00—Use of organic ingredients
  • C08K5/0008—Organic ingredients according to more than one of the "one dot" groups of C08K5/01 - C08K5/59
  • C08K5/0025—Crosslinking or vulcanising agents; including accelerators
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08K—Use of inorganic or non-macromolecular organic substances as compounding ingredients
  • C08K5/00—Use of organic ingredients
  • C08K5/36—Sulfur-, selenium-, or tellurium-containing compounds
  • C08K5/41—Compounds containing sulfur bound to oxygen
  • C08K5/42—Sulfonic acids; Derivatives thereof
• • C—CHEMISTRY; METALLURGY
  • C08—ORGANIC MACROMOLECULAR COMPOUNDS; THEIR PREPARATION OR CHEMICAL WORKING-UP; COMPOSITIONS BASED THEREON
  • C08L—COMPOSITIONS OF MACROMOLECULAR COMPOUNDS
  • C08L9/00—Compositions of homopolymers or copolymers of conjugated diene hydrocarbons
  • C08L9/06—Copolymers with styrene

Definitions

• the present invention is related in one non-limiting embodiment to hydrocarbon-based binders, such as bitumens, asphalts and tars, modified with elastomers, and including a vulcanized stage, which are particularly useful as industrial coatings and road bitumens, or the like. It relates more particularly in another non-restrictive embodiment to processes for obtaining vulcanized compositions based on bitumens and on styrene/butadiene copolymers that have acid incorporated therein to improve the properties of the resulting polymer modified asphalts.
• bitumen (asphalt) compositions in preparing aggregate compositions (including, but not just limited to, bitumen and rock) useful as road paving material is complicated by at least three factors, each of which imposes a serious challenge to providing an acceptable product.
• the bitumen compositions must meet certain performance criteria or specifications in order to be considered useful for road paving.
• state and federal agencies issue specifications for various bitumen applications including specifications for use as road pavement.
• Current Federal Highway Administration specifications require a bitumen (asphalt) product to meet defined parameters relating to properties such as viscosity, stiffness, penetration, toughness, tenacity and ductility. Each of these parameters define a critical feature of the bitumen composition, and compositions failing to meet one or more of these parameters will render that composition unacceptable for use as road pavement material.
• bitumen compositions can be modified by the addition of other substances, such as polymers.
• polymers have been used as additives in bitumen compositions.
• copolymers derived from styrene and conjugated dienes, such as butadiene or isoprene are particularly useful, since these copolymers have good solubility in bitumen compositions and the resulting modified-bitumen compositions have good rheological properties.
• polymer-bitumen compositions can be increased by the addition of crosslinking agents (vulcanizing agents) such as sulfur, frequently in the form of elemental sulfur. It is believed that the sulfur chemically couples the polymer and the bitumen through sulfide and/or polysulfide bonds. The addition of extraneous sulfur may be helpful to produce improved stability, even though bitumens naturally contain varying amounts of native sulfur.
• crosslinking agents vulcanizing agents
• sulfur chemically couples the polymer and the bitumen through sulfide and/or polysulfide bonds.
• extraneous sulfur may be helpful to produce improved stability, even though bitumens naturally contain varying amounts of native sulfur.
• bitumen-polymer composition consisting of mixing a bitumen, at temperatures of about 266-446° F. (130-230° C.), with 2 to 20% by weight of a block or random copolymer, having an average molecular weight between 30,000 and 300,000.
• the resulting mixture is stirred for at least two hours, and then 0.1 to 3% by weight of sulfur relative to the bitumen is added and the mixture agitated for at least 20 minutes.
• the quantity of added sulfur can be from about 0.1 to 1.5% by weight with respect to the bitumen.
• the resulting bitumen-polymer composition is used for road-coating, industrial coating, or other industrial applications.
• asphalt (bitumen) polymer compositions obtained by hot-blending asphalt with from about 0.1 to 1.5% by weight of elemental sulfur and 1 to 7% by weight of a natural or synthetic rubber, which can be a linear butadiene/styrene copolymer.
• a process is additionally known for preparing a rubber-modified bitumen by blending rubber, either natural or synthetic, such as styrene/butadiene rubber, with bitumen at 280-400° F. (138-204° C.), in an amount up to 10% by weight based on the bitumen, then adjusting the temperature to 257-320° F.
• bitumen compositions are frequently stored for up to 7 days or more before being used and, in some cases, the viscosity of the composition can increase so much that the bitumen composition is unusable for its intended purpose.
• a storage stable bitumen composition would provide for only minimal viscosity increases and, accordingly, after storage it can still be employed for its intended purpose.
• Asphaltic concrete typically including asphalt and aggregate, asphalt compositions for resurfacing asphaltic concrete, and similar asphalt compositions must exhibit a certain number of specific mechanical properties to enable their use in various fields of application, especially when the asphalts are used as binders for superficial coats (road surfacing), as asphalt emulsions, or in industrial applications.
• Asphaltic concrete is asphalt used as a binder with appropriate aggregate added, typically for use in roadways.
• asphalt or asphalt emulsion binders either in maintenance facings as a surface coat or as a very thin bituminous mix, or as a thicker structural layer of bituminous mix in asphaltic concrete, is enhanced if these binders possess the requisite properties such as desirable levels of elasticity and plasticity.
• elastomeric-type polymer which may be one such as butyl, polybutadiene, polyisoprene or polyisobutene rubber, ethylene/vinyl acetate copolymer, polyacrylate, polymethacrylate, polychloroprene, polynorbornene, ethylene/propylene/diene (EPDM) terpolymer and advantageously a random or block copolymer of styrene and a conjugated diene.
• EPDM ethylene/propylene/diene
• the modified asphalts thus obtained commonly are referred to variously as bitumen/polymer binders or asphalt/polymer mixes.
• Modified asphalts and asphalt emulsions typically are produced utilizing styrene/butadiene based polymers, and typically have raised softening point, increased viscoelasticity, enhanced force under strain, enhanced strain recovery, and improved low temperature strain characteristics as compared with non-modified asphalts and asphalt emulsions.
• bituminous binders even of the bitumen/polymer type, which are presently employed in road applications often do not have the optimum characteristics at low enough polymer concentrations to consistently meet the increasing structural and workability requirements imposed on roadway structures and their construction.
• various polymers are added at some prescribed concentration.
• This reactant typically is sulfur in a form suitable for reacting.
• the cost of the polymer adds significantly to the overall cost of the resulting asphalt/polymer mix.
• cost factors weigh in the ability to meet the above criteria for various asphalt mixes.
• the working viscosity of the asphalt mix becomes excessively great and separation of the asphalt and polymer may occur.
• Zinc oxide is a conventional activator
• mercaptobenzothiazole is a conventional accelerator
• ZnO is also sometimes used to control the tendency of the polymer to gel.
• the zinc salt of mercaptobenzothiazole (ZMBT) combines features of both of these conventional additives.
• a method for preparing asphalt and polymer compositions that involves heating an asphalt, adding an elastomeric polymer and an inorganic acid to the asphalt in any order to form a mixture, where the proportion of inorganic acid ranges from about 0.05 to about 2 wt % based on the total mixture.
• a crosslinker is added to the mixture after the addition of the acid.
• the crosslinker may be added before or after the polymer.
• the mixture is then cured to give a polymer modified asphalt (PMA).
• the PMA has an improved high temperature property as compared with an identical PMA absent the inorganic acid, where the property is ODSR and/or RTFO fail temperatures.
• the PMA is produced in commercial scale quantities, which may include a quantity sufficient to surface a roof or a quantity sufficient to surface a road, and the like.
• polymer modified asphalt compositions prepared by heating an asphalt and adding an elastomeric polymer and an inorganic acid to the asphalt in any order to form a mixture.
• the proportion of inorganic acid ranges from about 0.05 to about 2 wt % based on the total mixture.
• a crosslinker is added to the mixture after the addition of the acid.
• the mixture is cured to give a polymer modified asphalt (PMA).
• the innovations herein include roads made from these PMAs as well as methods of building such roads, and roofs sealed with these PMAs along with methods for sealing roofs with these PMAs.
• Recycled asphalts incorporating the PMAs herein may be used, and aggregates coated with the PMAs herein are also contemplated.
• bitumen refers to all types of bitumens, including those that occur in nature and those obtained in petroleum processing. The choice of bitumen will depend essentially on the particular application intended for the resulting bitumen composition. Bitumens that can be used can have an initial viscosity at 140° F. (60° C.) of 600 to 3000 poise (60 to 300 Pa-s) depending on the grade of asphalt desired. The initial penetration range (ASTM D5) of the base bitumen at 77° F. (25° C.) is 20 to 320 dmm, and can be 50 to 150 dmm, when the intended use of the copolymer-bitumen composition is road paving. Bitumens that do not contain any copolymer, sulfur, etc., are sometimes referred to herein as a “base bitumen.”
• “Elastomeric Polymers” are natural or synthetic rubbers and include, but are not necessarily limited to, butyl, polybutadiene, polyisoprene or polyisobutene rubber, ethylene/vinyl acetate copolymer, polyacrylate, polymethacrylate, polychloroprene, polynorbornene, ethylene/propylene/diene (EPDM) terpolymer and advantageously a random or block copolymer of a vinyl aromatic compound, e.g. styrene, and conjugated dienes.
• styrene/conjugated diene block copolymers may be used that are linear, radial, or multi-branched. Styrene/butadiene and styrene/isoprene copolymers having an average molecular weight of between 30,000 and 300,000 have been found to be particularly useful.
• Conjugated dienes refer to alkene compounds having 2 or more sites of unsaturation wherein a second site of unsaturation is conjugated to a first site of unsaturation, i.e., the first carbon atom of the second site of unsaturation is gamma (at carbon atom 3) relative to the first carbon atom of the first site of unsaturation.
• Conjugated dienes include, by way of non-limiting example, butadiene, isoprene, 1,3-pentadiene, and the like.
• Block copolymers of styrene and conjugated-dienes refer to copolymers of styrene and conjugated-dienes having a linear or radial, tri-block structure consisting of styrene-conjugated diene-styrene block units that are copolymers are represented by the formula: S x -D y -S z where D is a conjugated-diene, S is styrene, and x, y and z are integers such that the number average molecular weight of the copolymer is from about 30,000 to about 300,000. These copolymers are well known to those skilled in the art and are either commercially available or can be prepared from methods known in the art.
• Such tri-block copolymers may be derived from styrene and a conjugated-diene, wherein the conjugated-diene is butadiene or isoprene.
• Such copolymers may contain 15 to 50 percent by weight copolymer units derived from styrene, alternatively may contain 20 to 35 percent derived from styrene, and then again may contain 28 to 31 percent derived from styrene, the remainder being derived from the conjugated diene.
• These copolymers may have a number average molecular weight range between about 50,000 and about 200,000, and alternatively have a number average molecular weight range between about 80,000 and about 180,000.
• the copolymer can employ a minimal amount of hydrocarbon oil in order to facilitate handling.
• suitable solvents include plasticizer solvent that is a non-volatile aromatic oil.
• the hydrocarbon oil is a volatile solvent (as defined above)
• the elastomeric polymer is present in a proportion of from about 1 to about 20 wt % of the asphalt/polymer mixture. In another, non-restrictive form, the polymer is present in an amount of from about 1 to about 6 wt % of the mixture.
• sulfur is defined herein as elemental sulfur in any of its physical forms, whereas the term sulfur-containing derivative” includes any sulfur-donating compound, but not elemental sulfur.
• Sulfur-donating compounds are well known in the art and include various organic compositions or compounds that generate sulfur under the mixing or preparation conditions.
• the elemental sulfur is in powder form known as flowers of sulfur.
• Other sulfur-containing derivatives or species that can be used herein include, but are not necessarily limited to mercaptobenzothiazole, thiurams, dithiocarbamates, sulfur-containing oxazoles, thiazole derivatives, and the like, and combinations thereof.
• Thiazole derivatives include, but are not necessarily limited to, compounds having the necessary functional group to serve as sulfur donors, such as —N ⁇ C(R)—S—, including oxazoles.
• the sulfur and/or other crosslinker is present in an amount ranging from about 0.01 to about 0.75 wt %, alternatively from about 0.06% to about 0.3 wt. % based on the asphalt, and in another non-limiting embodiment is present in an amount from about 0.08 to about 0.2 wt. %.
• the zinc salt of mercaptobenzothiazole (ZMBT) combines features of conventional additives. Other metal salts of MBT may also be useful.
• Acceptable crosslinkers are thiuram polysulfides.
• the thiuram polysulfides have the formula: where R 1 and R 2 are the same or different alkyl substituents having from 1 to 4 carbon atoms, and wherein M is a metal selected from zinc, barium or copper, and n is 0 or 1.
• a crosslinking temperature range for thiuram polysulfides of formula (I) is above 180° C. (356° F.), alternatively, the crosslinking temperature range may be between about 130 and about 205° C. (280-400° F.).
• Thiuram polysulfides herein include, but are not limited to, zinc dialkyldithiocarbamates such as dimethyldithiocarbamate.
• the term “desired Rheological Properties” refers primarily to the SUPERPAVE asphalt binder specification designated by AASHTO as MP1 as will be described below. Additional asphalt specifications can include viscosity at 140° F. (60° C.) of from 1600 to 4000 poise (160400 Pa-s) before aging; a toughness of at least 110 inch-pound (127 cm-kilograms) before aging; a tenacity of at least 75 inch-pound (86.6 cm-kilograms) before aging; and a ductility of at least 25 cm at 39.2° F. (4° C.) at 5 cm/min. pull rate after aging.
• Viscosity measurements are made by using ASTM test method D2171. Ductility measurements are made by using ASTM test method D113. Toughness and tenacity measurements are made by a Benson Method of Toughness and Tenacity, run at 20 inches/minute (50.8 cm/minute) pull rate with a 1 ⁇ 8 inch (2.22 cm) diameter ball.
• bitumen composition shows no evidence of skinning, settlement, gelation, or graininess and that the viscosity of the composition does not increase by a factor of four or more during storage at 325 ⁇ 0.5° F. (163 ⁇ 2.8° C.) for seven days.
• the viscosity does not increase by a factor of two or more during storage at 325° F. (163° C.) for seven days.
• the viscosity increases less than 50% during seven days of storage at 325° F. (163° C.).
• a substantial increase in the viscosity of the bitumen composition during storage is not desirable due to the resulting difficulties in handling the composition and in meeting product specifications at the time of sale and use.
• aggregate refers to rock and similar material added to the bitumen composition to provide an aggregate composition suitable for paving roads.
• the aggregate employed is rock indigenous to the area where the bitumen composition is produced.
• Suitable aggregate includes granite, basalt, limestone, and the like.
• asphalt cement refers to any of a variety of substantially solid or semi-solid materials at room temperature that gradually liquify when heated. Its predominant constituents are bitumens, which may be naturally occurring or obtained as the residue of refining processing.
• the asphalt cements are generally characterized by a penetration (PEN, measured in tenths of a millimeter, dmm) of less than 400 at 25° C., and a typical penetration range between 40 and 300 (ASTM Standard, Method D-5).
• PEN penetration
• ASTM Standard Method D-5
• the viscosity of asphalt cement at 60° C. is more than about 65 poise.
• Asphalt cements are alternately defined in terms specified by the American Association of State Highway Transportation Officials (AASHTO) AR viscosity system.
• BBRs Bending Beam Rheometers
• Asphalt grading is given in accordance with accepted standards in the industry as discussed in the above-referenced Asphalt Institute booklet.
• pages 62-65 of the booklet include a table entitled Performance Graded Asphalt Binder Specifications.
• the asphalt compositions are given performance grades, for example, PG 64-22.
• the first number, 64 represents the average 7-day maximum pavement design temperature in ° C.
• the second number, ⁇ 22 represents the minimum pavement design temperature in ° C.
• Other requirements of each grade are shown in the table.
• the maximum value for the PAV-DSR test (° C.) for PG 64-22 is 25° C.
• Compatibility tests provide a measure of the degree of separability of materials comprising the asphalt.
• the long-term compatibility between rubber and the other components of PMA is an important consideration when preparing road material. If rubber is not compatible with the other components of PMA, then the performance of road materials containing PMA is degraded. Compatibility is assessed by measuring the softening point of asphalt after a period of thermally-induced aging (for example Louisiana DOTD Asphalt Separation of Polymer Test Method TR 326).
• the test is performed on a polymer-modified asphalt mixture comprised of rubber and asphalt with all the applicable additives, such as the crosslinking agents.
• the mixture is placed in tubes, usually made of aluminum or similar material, referred to as cigar tubes or toothpaste tubes. These tubes are about one inch (2.54 cm) in diameter and about fifteen centimeters deep.
• the mixture is placed in an oven heated to a temperature of about 162° C. (320° F.). This temperature is representative of the most commonly used asphalt storage temperature.
• the tubes are transferred from the oven to a freezer and cooled down to solidify. The tubes are kept in the vertical position. After cooling down, the tubes are cut into thirds; three equal sections.
• the Ring and Ball softening point of the top one third is compared to the softening point of the bottom section.
• This test gives an indication of the separation or compatibility of the rubber within the asphalt. The rubber would have the tendency to separate to the top. The lower the difference in softening point between the top and bottom sections, the more compatible are the rubber and asphalt. In today's environment, many states require a difference of 4° F. (2° C.) or less to consider the asphalt/rubber composition as compatible. Few standards allow a higher difference. The twenty-four hour test is used as a common comparison point. In one non-limiting embodiment, this compatibility test value is 20° C. or less.
• an asphalt composition is prepared by adding the asphalt or bitumen to a mixing tank that has stirring means.
• the asphalt is added and stirred at elevated temperatures. Stirring temperatures depend on the viscosity of the asphalt and can range up to 500° F. (260° C.).
• Asphalt products from refinery operations are well known in the art. For example, asphalts typically used for this process are obtained from deep vacuum distillation of crude oil to obtain a bottom product of the desired viscosity or from a solvent deasphalting process that yields a demetallized oil, a resin fraction and an asphaltene fraction. Some refinery units do not have a resin fraction. These materials or other compatible oils of greater than 450° F. (232° C.) flash point may be blended to obtain the desired viscosity asphalt.
• Rubbers, elastomeric polymers, or thermoplastic elastomers suitable for this application are well known in the art as described above.
• FINAPRENE® SBS rubber products available from Atofina Elastomers Inc. are suitable for the applications herein. This example is not limiting for the inventive technology that can be applied to any similar elastomeric product particularly those produced from styrene and butadiene.
• Suitable inorganic acids for use in the methods herein include, but are not necessarily limited to, phosphoric acid, polyphosphoric acid, sulfuric acid, hydrochloric acid, nitric acid, and mixtures thereof.
• phosphoric acid includes polyphosphoric acid.
• the proportion of inorganic acid ranges from about 0.05 to about 2 wt % based on the total mixture of asphalt, acid and polymer. In another non-restrictive embodiment, the proportion of inorganic acid ranges from about 0.05 to about 1 wt % based on the total mixture.
• a metal oxide activator is also present in the asphalt/polymer mixture herein.
• zinc oxide is a known, conventional activator, and can also be used to suppress the evolution of hydrogen sulfide.
• Other useful metal oxides include, but are not necessarily limited to, CaO, MgO and CuO as discussed in U.S. Patent Application 2004/0030008 A1, incorporated by reference herein.
• the acid is present in an equimolar amount of the ZnO present.
• additives suitable for the purposes herein include, but are not necessarily limited to, known and future accelerators, activators, divalent metal oxides (e.g. zinc oxide) and the like.
• a variety of accelerators may be used in conjunction herein, including, but not limited to, dithiocarbamates and benzothiazoles.
• Many crosslinking agents and other additives are normally sold in powder or flake form.
• Phosphoric acid in low concentrations improved the high-temperature MP1 properties of neat and polymer modified asphalt.
• Concentrations of acid from 0.1 to 0.3 wt % improved the ODSR Fail Temperature of neat asphalt by 2 to 2.5° C.
• the RTFO DSR Fail Temperature of neat asphalt was improved by approximately 4° C. at 0.1 to 0.3 wt % acid.
• the limiting RTFO DSR Fail Temperature of PMA with 0.1 to 0.3 wt % phosphoric acid was raised 3 to 4° C. Low temperature properties were not significantly affected.
• Examples 1-6 included a base asphalt, FINAPRENE 502 SBS polymer (FP502), ZnO, MBT, sulfur, and phosphoric acid.
• the experimental formulation and initial procedures are given in Table I.
• TABLE I Formulations of Examples 1-6 Example Formulation and Initial Procedure 1 Grade the base asphalt according to MP1.
• 2 Formulate a blend composed of 99.9 wt % base asphalt and 0.1 wt % phosphoric acid; MP1 grade.
• 3 Formulate a blend composed of 99.7 wt % base asphalt and 0.3 wt % phosphoric acid; MP1 grade.
• the asphalt sample was heated to 350° F. (177° C.) with low shear mixing. The mixing was changed to high shear and the polymer added. Mixing continued on high shear for 1 hour at 350° F. (177° C.). The mixing was reduced to low shear. The crosslinking agents were added and mixing continued on low shear at 350° F. (177° C.) for 1 hour. The PMA mixture was aged in the oven at 325° F. (163° C.) for 24 hours. The cured asphalt was tested for 24/48-hour Compatibility, MP1 grade, and the 135° C. Rotational Viscosity measured. Observations were noted (e.g. gelling, film formation, lumps, smoke, etc.).
• Example 2 the addition of 0.1 wt % phosphoric acid only raised the ODSR (original DSR or binder DSR) Fail Temperature by 1.9° C. However, the RTFO DSR Fail Temperature was improved by 3.9° C. An increase in the phosphoric acid concentration to 0.3 wt % (Example 3) marginally improved the high-temperature properties, compared to the blend with 0.1 wt % additive phosphoric acid. There was no change in low-temperature properties with phosphoric acid addition. There was a slight increase in the PAV DSR Fail Temperature upon acid addition. The increase in PAV DSR Fail Temperature could be a concern in asphalts where PAV DSR Fail Temperature is at or near the specification maximum of 25° C.
• PMA produced from the phosphoric acid-treated base stock showed improvement in high-temperature properties.
• the test results from the PMA blends are presented in Table III.
• TABLE III PMA formulated from Base Asphalt Treated with Phosphoric Acid. Examples Units 1 (Cont.) 4 (Cont.) 5 (Inv.) 6 (Inv.) Base Asphalt Wt % 100 96 96 96 FP502 Wt % 4 4 4 ZnO Wt % 0.06 0.06 0.06 MBT Wt % 0.06 0.06 0.06 0.06 Sulfur Wt % 0.12 0.12 0.12 Phosphoric Acid 0.1 0.3 Binder DSR ° C. 66.3 83.4 85.3 86.7 RTFO DSR ° C.
• the PMA formulated from the base treated with 0.3 wt % phosphoric acid was not compatible with a measured separation of 18.3° F. (10.2° C.) after 48 hrs.
• the MP1 properties of the 0.3 wt % acid-treated PMA were not significantly improved compared to the PMA from the 0.1 wt %-treated base.
• Example 1-6 acid addition was shown to have beneficial effects on the high-temperature properties of neat asphalt and PMA.
• the PMA was formulated from the acid-treated base stock, or the PMA was treated with acid after crosslinking.
• Examples 7-14 included the second base asphalt, FINAPRENE 502 SBS polymer (FP502), ZnO, MBT, sulfur, phosphoric acid and sulfuric acid.
• the experimental formulation and initial procedures are given in Table IV.
• Zinc oxide in the amount of 0.2 wt % was added to the base stock before MP1 grading or PMA formulation TABLE IV Formulations of Examples 7-14 Ex. Formulation and Initial Procedure 7 MP1 Grade second base asphalt.
• 8 2.0% FP502 in 98% second base asphalt, crosslinked with 0.06 wt % MBT/12 wt % S.
• the asphalt was heated to 350° F. (177° C.) with low shear mixing.
• the specified acid was added and the mixture stirred for 10 minutes.
• the mixture was aged for 24 hrs at 325° F. (163° C.).
• the PMA blends with phosphoric acid treated asphalt were rubber compatible after 24 hours.
• the improvement in the high-temperature MP1 properties was greatest in the PMA blend in which the acid was added prior to crosslinking.

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