Asphalt composition comprising thermosetting reactive compounds

Abstract

An asphalt composition comprising 0.1 to 10.0 wt.-% based on the total weight of the composition of a thermosetting reactive compound selected from the group consisting of polymeric MDI, epoxy resins and melamine formaldehyde resins, wherein at least 18% by weight based on the total weight of the composition are particles with a sedimentation coefficient above 5000 Sved in a white spirit solvent.

Claims

1. An asphalt composition comprising 0.1 to 10.0 wt.-% based on the total weight of the composition of a thermosetting reactive compound selected from the group consisting of polymeric MDI, epoxy resins and melamine formaldehyde resins, wherein at least 18% by weight based on the total weight of the composition are particles with a sedimentation coefficient above 5000 Sved in a white spirit solvent.

2. The asphalt composition according to claim 1, wherein above 20% by weight based on the total weight of the composition are particles with a sedimentation coefficient in a range of from 10000 to 1000000 Sved in a white spirit solvent.

3. The asphalt composition according to claim 1, wherein the thermosetting reactive compound is polymeric MDI and the polymeric MDI has a functionality of at least 2.5.

4. The asphalt composition according to claim 1, wherein the amount of polymeric MDI is of from 0.5 to 2.0 wt.-% based on the total weight of the composition.

5. The asphalt composition according to claim 1, wherein the amount of polymeric MDI is of from 2.0 to 5.0 wt.-% based on the total weight of the composition.

6. The asphalt composition according to claim 1, wherein the polymeric MDI has a functionality of at least 2.7.

7. The asphalt composition according to claim 1, wherein the polymeric MDI has iron content in the range of from 1 to 80 ppm.

8. A process for the preparation of the asphalt composition according to claim 1 comprising the following steps: a) Heating up the starting asphalt to a temperature of from 110 to 190 C. b) Adding the desired amount of thermosetting reactive compound under stirring c) After step b) the reaction mixture is stirred at a temperature in the range of from 110 to 190 C. for at least 2.5 h wherein the reaction is under an oxygen atmosphere.

9. The process according to claim 8, wherein the temperature is in the range of from 110 to 150 C.

10. The process according to claim 8, wherein the temperature in step a) and step c) are the same and in the range of from 110 to 150 C.

11. The process according to claim 8, wherein the temperature is in the range of from 110 to 150 C. and the reaction mixture is stirred for at least 4 h after the addition step b).

12. The process according to claim 8 wherein the end of the reaction is determined by IR spectroscopy.

13. An asphalt mix composition which comprise the asphalt composition according to claim 1 and stone.

14. A process for the preparation of an asphalt mix composition which comprises mixing the asphalt composition according to claim 1 with stone.

Description

(1) Examples of asphalt compositions according to the invention Z1: 1.0 to 1.8 wt.-% based on the total weight of the composition of polymeric MDI, wherein 18% to 65% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 8000 to 200000 Sved in a white spirit solvent. Z2: 1.8 to 3.2 wt.-% based on the total weight of the composition of polymeric MDI, wherein 22% to 70% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 20000 to 140000 Sved in a white spirit solvent. Z3: 1.2 to 2.2 wt.-% based on the total weight of the composition of polymeric MDI, wherein 33% to 68% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 28000 to 1000000 Sved in a white spirit solvent. Z4: 1.2 to 1.6 wt.-% based on the total weight of the composition of polymeric MDI, wherein 33% to 85% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 25000 to 150000 Sved in a white spirit solvent. Z5: 1.5 to 2.0 wt.-% based on the total weight of the composition of polymeric MDI, wherein 22% to 58% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 20000 to 250000 Sved in a white spirit solvent. Z6: 2.3 to 2.9 wt.-% based on the total weight of the composition of polymeric MDI, wherein 27% to 82% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 12000 to 370000 Sved in a white spirit solvent. Z7: 3.0 to 3.6 wt.-% based on the total weight of the composition of polymeric MDI, wherein 19% to 62% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 15000 to 135000 Sved in a white spirit solvent. Z8: 1.6 to 3.5 wt.-% based on the total weight of the composition of polymeric MDI, wherein 21% to 50% by weight based on the total weight of the composition are particles with a sedimentation coefficient in the range of from 17000 to 500000 Sved in a white spirit solvent.

(2) Examples and Comparative Examples

(3) General procedure for the preparation of an asphalt composition

(4) 2.5 kg of asphalt in the respective grade according to table 3 to 6 was heated up to 140 C. under oxygen atmosphere and under 400 rpm in an oil bath (temperature set up at 150 C.). When the internal temperature of 100 C. was reached, 50 g of the respective thermosetting reactive compound according to table 3 to 6 was added to the melted asphalt. The reaction is further processed at 140 C. for 420 minutes before being cooled down at room temperature. The samples were dispatched into cans for further testing and stored at room temperature.

(5) For the comparative examples Comp1, Comp2 and Comp3 2.5 kg of asphalt with the respective grade according to table 3 to table 5 was heated up to 140 C. under oxygen atmosphere and under 400 rpm in an oil bath (temperature set up at 150 C.) for up to 420 minutes before being cooled down at room temperature. The samples were dispatched into cans for further testing and stored at room temperature.

(6) For example 3 (Ex3) 3000 g of asphalt 64-22 was heated in an oven at 150 C for 2 hours in a closed container. The preheated sample was at 150 C. and then the cover was removed and it was laced in the heating mantle under oxygen atmosphere. Under 20% mixer speed in an electric heating mantle using a temperature controller in the asphalt to hold the temperature within a delta of 2 C. of 150 C. When the internal temperature of 150 C. was reached, 60 g of pMDI with a functionality of 2.7 (As20) was added to the melted asphalt. The reaction is further processed at 150 C. for 150 Minutes. The samples were dispatched into cans before the testing started by heating them to 150 C. and separating them from the 18.91 container.

(7) For example 4 (Ex4) 3000 g of asphalt 64-22 was heated in an oven at 150 C for 2 hours in a closed container. The preheated sample was at 150 C. and then the cover was removed and it was laced in the heating mantle under oxygen atmosphere. Under 20% mixer speed in an electric heating mantle using a temperature controller in the asphalt to hold the temperature within a delta of 2 C. of 150 C. When the internal temperature of 150 C. was reached, 60 g of pMDI with a functionality of 2.9 (As70) was added to the melted asphalt. The reaction is further processed at 150 C. for 150 minutes. The samples were dispatched into cans before the testing started by heating them to 150 C and separating them from the 18.91 container.

(8) For the example 5 (Ex5) 2.5 kg of asphalt 70-100 was heated up to 140 C. under oxygen atmosphere and under 400 rpm in an oil bath (temperature set up at 150 C.). When the internal temperature of 100 C. was reached, 45 g of the pMDI As20 (1.8 wt.-%) was added to the melted asphalt. The reaction is further processed at 140 C. for 420 minutes before being cooled down at room temperature. The sample was then used to determine the particle parts of the asphalt composition using the analytical ultracentrifuge see in table 2.

(9) For the comparative example Comp4 2.5 kg of asphalt 70-100 was heated up to 140 C. under oxygen atmosphere and under 400 rpm in an oil bath (temperature set up at 150 C.). When the internal temperature of 100 C. was reached, 45 g of the pMDI As20 was added to the melted asphalt. The reaction is further processed at 140 C. for 30 minutes before being cooled down at room temperature. The sample was then used to determine the particle parts of the asphalt composition using the analytical ultracentrifuge see in table 2.

(10) For the comparative example Comp5 2.5 kg of asphalt 70-100 was heated up to 140 C. under oxygen atmosphere and under 400 rpm in an oil bath (temperature set up at 150 C.) for up 30 minutes before being cooled down to room temperature. The sample was then used to determine the particle parts of the asphalt composition using the analytical ultracentrifuge see in table 2.

(11) Thermosetting reactive compound used in the Examples

(12) pMDI having a functionality of 2.7 named in the following As20 or having a functionality of 2.9 named in the following As70 were used.

(13) pMDI with respective functionality are commercially available for example at the following companies: Bayer, BASF SE, Huntsmann etc.

(14) Methods for detecting physical properties in an asphalt or an asphalt composition or asphalt mix

(15) The values of the examples are detected according to the respective DIN regulation

(16) Detailed description of the used method:

(17) ASPHALT Tests

(18) Needle Penetration DIN EN 1426

(19) In this test, the penetration of a standardized needle in a bitumen test sample is measured. For penetrations under (330*0.1) [mm] the test temperature is 25 [ C.], the load 100 [g] and the loading time is 5 [s]. If penetrations above (330*0.1) [mm] are expected, the test temperature must be reduced to 15 [ C.], keeping the load and loading time unchanged.

(20) Softening Point DIN EN 1427

(21) Two horizontal disks of bitumen, cast in shouldered brass rings, are heated at a controlled rate in a liquid bath while each supports a steel ball. The softening point is reported as the mean of the temperatures at which the two disks soften enough to allow each ball, enveloped in bitumen, to fall a distance of (250.4) [mm].

(22) Force Ductility DIN EN 13589

(23) Bitumen is casted to a mold which has rings on both ends. After the specimen is tempered in a water bath, it's attached by the rings in the clips of a ductilimeter. The specimen is pulled, in a water bath at a previously defined temperature (in this case 20 [ C.]), at a 50 [mm/min] until it breaks or until it reaches at least 400 [mm]. The force and deformation are measured throughout the entire test.

(24) Rolling Thin Film Oven Test DIN EN 12607-1

(25) Bitumen is heated in bottles in an oven for 85 [min] at 163 [ C.]. The bottles are rotated at 15 [rpm] and heated air is blown into each bottle at its lowest point of travel at 4000 [mL/min]. The effects of heat and air are determined from changes in physical test values as measured before and after the oven treatment.

(26) Pressure Aging Vessel DIN EN 14769

(27) The residue from the RTFOT is placed in standard stainless steel pans and aged at a specified conditioning temperature (90 [ C.], 100 [ C.] or 110 [ C.]) for 20 [h] in a vessel pressurized with air to 2.10 [MPa]. The temperature is selected according to the grade of the asphalt binder (application). Finally, the residue is vacuum degassed.

(28) Dynamic Shear Rheometer (DSR) DIN EN 14770-ASTM D7175

(29) A dynamic shear rheometer test system consists of parallel plates, a means for controlling the temperature of the test specimen, a loading device, and a control and data acquisition system.

(30) Temperature Sweep DIN EN 14770

(31) This test has the objective of measuring the complex shear modulus and phase angle of asphalt binders. The test consists in pressing an 8 or 25 [mm] diameter test specimen between parallel metal plates at a defined frequency and temperature. One of the parallel plates is oscillated with respect to the other at, in this case, 1.59 [Hz] and angular deflection amplitudes. The required amplitudes must be selected so that the testing is within the region of linear behavior. This is repeated at 30, 40, 50, 60, 70, 80 and 90 [ C.].

(32) Multiple Stress Creep Recovery Test DIN EN 16659-ASTM D7405

(33) This test method is used to determine the presence of elastic response in an asphalt binder under shear creep and recover at two stress level (0.1 and 3.2 [kPa]) and at a specified temperature (50 [ C.]). This test uses the DSR to load a 25 [mm] at a constant stress for 1 [s], and then allowed to recover for 9 [s]. Ten creep and recovery cycles are run at 0.100 [kPa] creep stress followed by ten cycles at 3.200 [kPa] creep stress.

(34) Bending Beam Rheometer DIN EN 14771-ASTM D6648

(35) This test is used to measure the mid-point deflection of a simply supported prismatic beam of asphalt binder subjected to a constant load applied to its mid-point. A prismatic test specimen is placed in a controlled temperature fluid bath and loaded with a constant test load for 240 [s]. The test load (98050 [mN]) and the mid-point deflection of the test specimen are monitored versus time using a computerized data acquisition system. The maximum bending stress at the midpoint of the test specimen is calculated from the dimensions of the test specimen, the distance between supports, and the load applied to the test specimen for loading times of 8.0, 15.0, 30.0, 60.0, 120.0 and 240.0 [s]. The stiffness of the test specimen for the specific loading times is calculated by dividing the maximum bending stress by the maximum bending strain.

(36) Asphalt Mix Tests

(37) Cyclic Compression TestTP Asphalt-StB Tell 25 B1

(38) The Uniaxial Cyclic compression test is used to determine the deformation behavior of asphalt specimens. In this test, the specimen is tempered for (15010) [min] at (500.3) [ C.], which is the same temperature at which the test is conducted. After the tempering period, the specimen is set on the universal testing machine and loaded cyclically. Each cycle lasts 1.7 [s], where the loading time is 0.2 [s] and the pause lasts 1.5 [s]. The upper load applied is 0.35 [MPa] and the lower one is 0.025 [MPa]. The number of cycles and the deformation are registered. The test ends either when 10.000 load cycles are completed or when the deformation is higher than 40%.

(39) Indirect Tensile Strength TestTP Asphalt-StB Teil 23

(40) The indirect tensile strength test of bituminous mixtures is conducted by loading a cylindrical specimen across its vertical diametral plane at a specified rate (in this case 5002 [mm/min]) of deformation and test temperature (in this case 152 [ C.]). The peak load at failure is recorded and used to calculate the indirect tensile strength of the specimen.

(41) Potentiometric titration method for determining reactive groups in an asphalt:

(42) Acid Value

(43) Approx. 0.5-1 g sample was dissolved in 50 ml toluene and titrated potentiometrically with 0.1 mol/I tetrabutylammonium hydroxide solution. A few drops of water can be added to the titration solution to ensure sufficient conductivity. A blank value was determined as well.

(44) Base Value

(45) Approx. 0.5-1 g sample was dissolved in 50 ml toluene and titrated potentiometrically with 0.1 mol/I trifluoromethane sulfonic acid solution. A few drops of water can be added to the titration solution to ensure sufficient conductivity. A blank value was determined as well.

(46) Determination of the particle parts of the asphalt composition using the analytical ultracentrifuge (AUC)

(47) For the determination of the particle parts of the asphalt composition, fractionation experiments using analytical ultracentrifugation were conducted. Sedimentation velocity runs using a Beckman Optima XL-I (Beckman Instruments, Palo Alto, USA) were performed. The integrated scanning UVNIS absorbance optical system was used. A wavelength of 350 nm was chosen. The samples have been measured at a concentration of about 0.2 g/L after dilution in a white spirit solvent (CAS-Nr.:64742-82-1). In order to detect the soluble and insoluble parts, the centrifugation speed was varied between 1000 rpm and 55,000 rpm.

(48) The distribution of sedimentation coefficients, defined as the weight fraction of species with a sedimentation coefficient between s and s+ds, and the concentration of one sedimenting fraction were determined using a standard analysis Software (SEDFIT). The change of the whole radial concentration profile with time was recorded and converted in distributions of sedimentation coefficient g(s). The sedimentation coefficient is in units of Sved (1 Sved=10-13 seconds). The particle parts of the asphalt composition were determined by quantifying the light absorption of the fast and slow sedimenting fractions at the used wavelength.

(49) TABLE-US-00001 TABLE 1 Results of particle parts determination of asphalt composition of example 1 (Ex1) and the comparative example (Comp1) using the analytical ultracentrifuge, the concentration is particles in wt.-% based on the total weight of the respective composition. Composition by Composition by N = 50000 U/min N = 3000 U/min S50 Concentration S50 Concentration Samples [Sved] [wt.-%] [Sved] [wt.-%] Comp 1 0.7 85 41784 15 Ex 1 0.8 60 49341 40

(50) TABLE-US-00002 TABLE 2 Results of particle parts determination of asphalt composition of example 5 (Ex5) and the comparative examples Comp2, Comp4 and Comp5 using the analytical ultracentrifuge, the concentration is particles in wt.-% based on the total weight of the respective composition. Komponente bei Komponente bei N = 50000 U/min N = 1500 U/min S.sub.50 Konz. S.sub.50 Konz. Samples [Sved] [wt %] [Sved] [wt %] Comp 4 0.5 86% 89693 14% Ex5 0.5 75% 149997 25% Comp 5 0.6 90% 157935 10% Comp 2 0.6 88% 109973 12%

(51) TABLE-US-00003 TABLE 3 Asphalt compositions of example 1 to 2 and of the comparative examples Comp1 to Comp2, physical properties of the asphalt compositions after preparation, stiffness and m-value without aging. fresh dosage (wt %) of thermosetting thermosetting Needle MSCR after MSCR after reactive reactive Softening penetration RTFOT @ RTFOT@ Example asphalt compound compound point ( C.) (1/10 mm) 0.1 kPa (%) 3.2 kPa (%) Comp 1 pen 50/70 0 53.6 38 9 5 Ex 1 pen 50/70 As20 2 66 20 45 29 Comp 2 pen 70/100 0 47.7 60 1.9 1.4 Ex 2 pen 70/100 As20 2 52.6 45 17.1 1.4 fresh Force Phase angle Stiffness Stiffness m-value m-value Example ductility [] by 10 C. [MPa] by 25 C. [MPa] by 10 C. by 25 C. Comp 1 6.7 72 69.2 0.418 Ex 1 22 59.5 80.05 0.376 Comp 2 1.9 80.8 66 420 0.458 0.216 Ex 2 3.8 74.2 69.1 444.5 0.436 0.208

(52) TABLE-US-00004 TABLE 4 Asphalt compositions of example 1 to 2 and of the comparative examples Comp1 to Comp2, softening point of the fresh asphalt compositions after preparation and stiffness and m-value after short time aging using the Rolling Thin Film Oven Test (RTFOT). fresh dosage (wt %) of thermosetting thermosetting RTFOT reactive reactive Softening Stiffness Stiffness m-value m-value Example asphalt compound compound point ( C.) by 10 C. [MPa] by 25 C. [MPa] by 10 C. by 25 C. Comp 1 pen 50/70 0 53.6 83.4 536.3 0.38 0.213 Ex 1 pen 50/70 As20 2 66 88.7 0.356 Comp 2 pen 70/100 0 47.7 78 455.7 0.43 0.214 Ex 2 pen 70/100 As20 2 52.6 79.7 459.7 0.409 0.217

(53) TABLE-US-00005 TABLE 5 Asphalt compositions of example 3 to 4 and of the comparative example Comp3, physical properties of the asphalt compositions after preparation, useful temperature interval detected according to AASHTO M320 and respective resulting asphalt grade. dosage (wt %) of thermosetting thermosetting MSCR after MSCR after reactive reactive Softening RTFOT @ RTFOT@ UTI Example asphalt compound compound point ( C.) 0.1 kPa (%) 3.2 kPa (%) [ C.] Grading Comp 3 PG 64-22 0 48.4 5.4 1.2 91 64-22 Ex 3 PG 64-22 As20 2 54.5 49.1 36.4 95.1 75-20 Ex 4 PG 64-22 As70 2 54.8 57.9 46.7 97.5 76-22

(54) TABLE-US-00006 TABLE 6 Asphalt compositions of example 6 to 7 and of the comparative example Comp3, physical properties of the asphalt compositions after preparation, useful temperature interval detected according to AASHTO M320 and respective resulting asphalt grade. Dosage M320 PG Continuous UTI T Example Additive wt. % Grade C. Grade C. C. C. Comp 3 Unmod- 0 64-22 66.7-24.3 91.0 0.0 ified Ex 6 As20 1 70-22 71.6-23.6 95.2 4.2 Ex 7 As20 3 70-16 75.8-18.7 94.5 3.5

(55) The asphalt modification according to the invention is leading to an improved performance with an increase of the softening point and decrease of the needle penetration. For hard grades asphalts such modification is more pronounced than for softer grades. By making the starting asphalt harder, elastic behavior is improved as can be seen in the MSCR results as well as the phase angle shift. The materials are in general getting stiffer at low temperature compared to unmodified asphalt detected by a slight increase of the creep stiffness, at the same time the m-value is diminishing. To determine if the modified asphalt may crack earlier, short time aging was performed and the creep stiffness as well as the creep rate were measured. After RTFOT (short time aging), creep stiffness of the modified asphalt at 10 C. and at 25 C. are not increasing as much as for the unmodified asphalt. The m value at 25 C. for the modified pen 70-100 is increasing.

(56) Results for Asphalt Mix:

(57) Preparation of the asphalt mix specimens:

(58) The granulometric curve chosen was a SMA 8 S.

(59) TABLE-US-00007 TABLE 7 Mass percentage in view of different Aggregate size in [mm]. Aggregate Size [mm] 0.063 0.063 0.125 0.71 2 5.6 8 11.2 [M.-%] 9.2 3.3 6.6 6.6 19.3 49.3 5.9 0.0 Pass [M.-%] 9.2 12.4 19.0 25.6 44.9 94.1 100.0

(60) The material designation of the stone aggregate chosen to prepare the specimen were:

(61) TABLE-US-00008 TABLE 8 Material designation of aggregate and grade. Designation Delivered Grade Limestone Filler - 0/0.063 Basanite Fine Aggregate - 0/2 Diabase Coarse Aggregate - 2/5 Diabase Coarse Aggregate - 5/8

(62) For the preparation of asphalt mixes the TP Asphalt-StB Part 35 norm was used. The following procedure was carried out:

(63) Tempering of the Components

(64) The respective aggregates listed in table 8 were tempered for 8 [h], at 150 C.5 [ C.] For example Ex10 the asphalt pen 50-70 was heated up to 150 C. under oxygen atmosphere under stirring. When the internal temperature of 150 C. was reached, 2 wt.-% of pMDI As20 was added to the melted asphalt. The reaction is further processed at 150 C. for 5 h and then the modified asphalt is sealed, at 150 C.5 [ C.]. For comparative example Comp6 the asphalt pen 50-70 was heated up to 150 C. under oxygen atmosphere under stirring. The reaction is further processed at 150 C. for 5 h and then the asphalt is sealed, at 150 C.5 [ C.].

(65) Mixing the Components

(66) At a temperature of 150 C.5 [ C.] the stone mastic asphalt is mixed in the following order: 1. Coarse aggregate, 2. Filler with crushed sand, 3.-Fiber, 4.-Dry mix for 2 [min], 5.-Previously stir the respective asphalt or modified asphalt and then add to the mixture, 6.-Mix for 3 [min] at 30 [rpm].

(67) Storage

(68) After mixing, the mixture is stored for a maximum of 3 [h] at 10 [ C.] above the compaction temperature.

(69) Production and Compaction of the Test Specimens

(70) For the production and compaction of the specimens, the TP Asphalt-StB Part 33 norm was used.

(71) This norm explains the procedure to produce test specimen in the laboratory with the rolling compaction machine (Walzsektor-Verdichtungsgerat).

(72) To prepare the test specimen, the hot mixed asphalt mixture was poured in plates and compacted with the help of the rolling compaction machine. The plates are 320 [mm] long, 260 [mm] wide and at least 40 [mm] high. The height of the plates depends on the specimen dimensions required for a specific test.

(73) To compact the plates, the equipment (machine, mold and press) must be tempered at 80 [ C.], while the mixtures temperature during the compaction comply with the following (table 9).

(74) TABLE-US-00009 TABLE 9 Overview of compacting temperature and storage temperature of mixture. Compaction temperature during Storage temperature the production of the Mixture 135 5 [ C.] for normal bitumen 145 5 [ C.] for (according to the TL Bitumen-StB) max. 3 [h] 145 5 [ C.] for PmB (according 155 5 [ C.] for to the TL Bitumen-StB) max. 3 [h]

(75) Sawing of the Test Specimens

(76) After the production of the plates, these must be sawed in the required dimensions. The dimensions depend on the test. The specimen dimensions required for the different test are the following (table 10)

(77) TABLE-US-00010 TABLE 10 Size and number of test specimens depending on the asphalt test. Minimum Test DIN TP Test Specimen Asphalt Test EN Asphalt-StB Specimens Dimensions Deformation Behaviour Cyclic 12697-25 Teil 25 B1 3 : 100 - Compression H: 60 Test Fatigue Behaviour Cyclic Indirect AL - Sp-Asphalt 09 10 : 100 - Tensile H: 40 Strength Test

(78) Physical properties of asphalt mix based on pMDI modified asphalt pen 50-70 according to Ex1.

(79) Uniaxial Cyclic Compression Test (T=50[ C.]=0.35 [MPa])

(80) The test determines the deformation behavior of an asphalt mix due to a cyclic compression load. The value of interest is the inflection point where the deformation turns from a constant deformation rate, to a progressive deformation.

(81) TABLE-US-00011 TABLE 11 Asphalt Mix compositions of example 10 (Ex10) and of the comparative example Comp6, results for nw: Load cycles at inflection point and w: Deformation at inflection point. Variant nw w Comp6 1.002 3.3785 Ex10 3.307 3.5792

(82) The modification of the asphalt with pMDI leads to an asphalt mix (Ex10) in which the inflection point is moved to the right to nw: 3307 as compared to nw: 1002 for the unmodified asphalt mix of Comp6. The number of load cycles increased drastically after modification.

(83) Cyclic Indirect Tensile Strength Test

(84) This test is used to study the fatigue behavior of asphalt mixes. A cylindric test specimen is loaded vertically in the vertical diametral plane. The specimens are loaded with different loads, previously determined.

(85) TABLE-US-00012 TABLE 12 Asphalt Mix compositions of example 10 (Ex10) and of the comparative example Comp6 showing results of cyclic indirect tensile strength test. Upper Comp6 Ex10 Stress [MPa] Loading Cycles Loading Cycles 0.3 3.766 18.930 0.4 1.586 8.169 0.6 770 1.454

(86) The modified asphalt mix Ex10 can stand more load compared to the unmodified asphalt mix of Comp6 as can be evidenced by the higher number of loading cycles. The test prove the superior elastic behavior of the modified asphalt composition according to the invention and the resulting modified asphalt mix composition.