# Introduction he Superpave mix design approach primarily uses performance-based and performance-related features as the selection criteria for the mix design, which is a significant distinction from other design methods like the Marshal and Hveem methods. Here, we'll take a smooth and accurate look at how to use superpave method to create an asphalt mix and compare it to the minimum criteria using procedures including employing equations, displaying the results, modifying, and comparing. The objective of this mix design is to obtain a mixture of asphalt and aggregates that has the following characteristics: 1. Sufficient asphalt binder. 2. Sufficient voids in the mineral aggregates (VMA) and air voids. The first number 64, is often called the "high temperature grade". This means that the binder would possess adequate physical properties at least up to 64C. This would be the high pavement temperature corresponding to the climate in which the binder is actually expected to serve. The second number -22, is often called the "low temperature grade" and means that the binder would possess adequate physical properties in pavements at least down to -22C. The selection can be made in one of three ways: # Performance grade (PG) evaluation The Superpave system didn't consider the air temperature should be used as the design temperature; the system therefore uses this equation to convert the maximum air temperature to the maximum design pavement temperature. The low-pavement design temperature can be selected using this equation: ?? ???????? = (?? ?????? -0.00618?????? ?? + 0.2289Lat + 42.2)(0.9545) -17.78 Where: ?? 20???? = high-pavement design temperature at a depth of 20 mm ?? ?????? = seven day average high air temperature (C) Lat= the geographical latitude of the project location (degrees) The low-pavement design temperature can be selected using this equation: ?? ?????? = 1.56 + 0.72?? ?????? -0.004?????? ?? + 6.26?????? ???? (H+25) -Z(??. ?? + ??. ð??"ð??"???? ?????? ?? ) ??.ð??"ð??" Where: Determine a suitable binder that could be used for the pavement of this highway if the depth of the pavement surface is 155 mm and the expected ESAL is 9 ×10 6 . ?? ?????? = # Determine the high-pavement temperature at a depth of 20 mm # Determine low-AC-pavement temperature Tests on Binder Asphalt (Physical Properties) Physical properties are also measured on binders that have been aged in 1. Rolling thin film oven (RTFO) (Long Term Aging) to simulate oxidative hardening that occurs during hot mixing and placing. # Pressure aging vessel (PAV) (Short Term Aging) to simulate the severe aging that occurs after the binder has served many years in a pavement. Binder physical properties are measured using four devices 1. Dynamic Shear Rheometer (DSR) is used to measures the complex shear modulus and phase rotational angle. * to control asphalt stiffness * prevent Fatigue cracking 2. The Rotational Viscometer (RV) to characterizes the stiffness of the asphalt at 135 C , where it acts entirely as a viscous fluid. * To know that asphalt have a viscosity of less than 3 Pa-s. This ensures that the asphalt can be pumped and otherwise handled during HMA manufacturing. # b) Selection of Mineral Aggregate The aggregate characteristics that generally were accepted by the experts for good performance of the hot mix asphalt include: 1. Coarse Aggregates Angularity (CAA) 2. Fine Aggregates Angularity (FAA) Table 18.17: Clay Content Criteria # The Clay Content Maximum dimension five times greater than its minimum dimension. # Summary ? Seeking to achieve HMA with a high degree of internal friction and thus, high shear strength for rutting resistance. ? Limiting elongated pieces ensures that the HMA will not be as susceptible to aggregate breakage during handling and construction and under traffic. ? Limiting the amount of clay in aggregate, the adhesive bond between asphalt binder and aggregate. Table 18.16: Thin and Elongated Particles Criteria # A Flat and Elongated Particle The distribution particle sizes for a given blend of aggregate mixture is known as the design aggregate structure. # 1-The nominal maximum size Is one sieve larger than the first sieve that retains more than 10 percent of the aggregate. # 2-Maximum size Is defined as one sieve larger than the nominal maximum size. Step 1 Compute the bulk and apparent specific gravities of the total aggregates in the trial aggregate mix using Step 2 Compute the effective specific gravity the total aggregate in the trialgradation # Step 3 The amount of asphalt binder absorbed by the aggregates The table below shows properties of three trial aggregate blends that to be evaluated so as to determine their suitability for use in a Superpave mix. If the nominal maximum sieve of each aggregate blend is 19 mm, determine the initial trial asphalt content for each of the blends. # Property Trial blend 1 Trial blend 2 Trial blend 3 Criteria to compare>>> Given ?? ???? at ?? ?????? < 89% ?? ?? = 4% VMA ? 13% 65% 13% â??" 3-All Blend VFA between 65-75% 4-All Blend ?? ???? less than 89% 3![Sufficient workability. 4. Performance characteristics over the service life of the pavement. Enter: Superpave system consists of the following parts: ? Selection of Materials ? Volumetric Trial Mixture Design ? Selection of Final Mixture Design I. Selection of Materials a) Selection of Asphalt Binder 1. The designer may select a binder based on the geographic location of the pavement. 2. The designer may determine the design pavement temperatures. 3. The designer may determine the design air temperatures which are then converted to design pavement temperatures. * Superpave system specifies asphalt on the basis of the climate and pavement temperatures is expected to serve. * Physical properties requirements remain the same, but the temperature of asphalt must attain the properties changes. Performance grade (PG) binders are graded such as PG 64-22. Year 2022](image-2.png "3 .") ![27 o C ?? ?????? = 1.56 + 0.72?? ?????? -0.004?????? ?? + 6.26?????? ???? (H+25) -Z(??. ?? + ??. ð??"ð??"???? ?????? ?? ) ??.ð??"ð??" ?? ?????? = 1.56 + 0.72?-20? -0.004*41 2 + 6.26?????? 10 (155+25) -2.055(4.4 + 0.52 * 1 2 ) 0.5 ?? ?????? = -10 o C PG (-10, 69)](image-3.png "") 3![The Bending Beam Rheometer (BBR) to characterize the low temperature stiffness properties of binders. * To minimize low temperature cracking due to load. 4. Direct Tension Test (DTT) to Know binders (Asphalt) are sufficiently ductile at low temperatures * Resistance low temperature cracking due to Climate. * These are examples of problems and how they are tested to prevent them from occurring.](image-4.png "3 .") ![Table 18.14: Coarse Aggregate Angularity Criteria 1. Coarse Aggregates Angularity (CAA) The percent of air voids in loosely compacted aggregates smaller than 2.36 mm.Ex : ESAL = 20*10^6 and depth from surface = 7 cm percent of air voids in fine aggregates = 40% the FAA acceptable ? SOL: Depth from surface = 7 cm = 70 mm ESAL = 15: Fine Aggregate Angularity Criteria 2. Fine Aggregates Angularity (FAA) Is the percentage of clayey material in the portion of aggregate passing through the 4.75 mm sieve. Ex : ESAL = 18*10^6 , sand equivalent = 45% is the caly content Acceptable ? lowest sand Equivalent , has a highest clay content When sand Equivalent increase , performance increase When clay content increase , performance decrease Global Journal of Researches in Engineering Volume Xx XII Issue II V](image-5.png "") ![Ex : ESAL = 4*10^6 , elongated particles = 11%Acceptable or Not ?](image-6.png "") ![of absorbed binder of mix Pb:percent of binder = 0.05 Ps: percent of aggregate = 0.95 Gb:specific gravity of binder =1.02 Va= Pa = volume of air voids = 0.04](image-7.png "") 3![Trial Mix DesignTo know if the percentage of asphalt that we got is suitable after the compaction * By Using Superpave Gyratory Compactor (SGC) 1. Number of gyrations (N design ) to compute level of compaction.The N design depends on the average design high air temperature and the design ESAL. 2. Maximum number of gyrations, N max , is used to compact the test specimens.3. Initial number of gyrations, N ini , is used to estimate the compactibility of the mixture. Void filled Asphalt (VFA) 4-%Gmm = ( Gmb / Gmm ) * 100% 5-?? ???? = 100 * ?? ???? -?? ???? ?? ???? ?? ???? * ?? ?? 6-?? ???? = ?? ?? -?? ???? 100 * ?? ?? 7-Dust % = P0.75 / Pbe IF b ,estimated= P bi -0.4 (4 -Pa ) Pb,estimated: estimated asphalt content. Pbi: initial (trial) asphalt content, percent by mass of mixture. Pa : percent air voids at Ndes (trial)?4% 2) VMAestimated = VMAinitial + C (4 -Pa ) 3) 4) The effective binder content after correction (P be ) ?? ???? = 100 * ?? ???? -?? ???? ?? ???? ?? ???? * ?? ?? ?? ???? = ?? ??,?????????????????? -](image-8.png "3 -") 111![?? ??,?????????????????? = ?? ???? -0.4(4 -?? ?? ) = 4.4 -0.4(4 -3.8) = 4.32% 2-?????? ?????????????????? = ?????? ?????? + C(4 -?? ?? ) = 12.7 + 0.1(4 -3.8) =12.72% 3-?????? ?????????????????? = 100 * ???? ,?????????????????? at ?? ?????? = ?? ???? -(4 -?? ?? ) = 87.1 -(4 -3.8) = 86.9 Blend 2: 1-?? ??,?????????????????? = ?? ???? -0.4(4 -?? ?? ) = 4.4 -0.4(4 -4.8) = 4.72% 2-?????? ?????????????????? = ?????? ?????? + C(4 -?? ?? ) = 13.5 + 0.2(4 -4.8) =13.34% 3-?????? ?????????????????? = 100 * ?? ???? ,?????????????????? at ?? ?????? = ?? ???? -(4 -?? ?? ) = 86.4 -(4 -4.8) = 87.2 ?? ??,?????????????????? = ?? ???? -0.4(4 -?? ?? ) = 4.4 -0.4(4 -4.3) = 4.52% 2-?????? ?????????????????? = ?????? ?????? + C(4 -?? ?? ) = 13 + 0.2(4 -4.3) =12.94% 3-?????? ?????????????????? = 100 * ???? ,?????????????????? at ?? ?????? = ?? ???? -(4 -?? ?? ) = 85.6 -(4 -4.3) = 85.9](image-9.png "Blend 1 : 1 -Old 1 -") ![](image-10.png "") ![](image-11.png "") ![](image-12.png "") ![](image-13.png "") ![](image-14.png "") ![](image-15.png "") low AC-pavement temperature below surface (C)?? ?????? = low air temperature (C)Lat= latitude of the project location (degrees)H = depth of pavement surface mm?? ?????? = standard deviation of the mean low air temperature (C)Z = 2.055 for 98 percent reliabilityEx:Determining a Suitable Binder Grade Using High and Low Air Temperatures.The latitude at a location where a high-?? ???????? = (?? ?????? -0.00618?????? ?? + 0.2289Lat + 42.2)(0.9545) -17.78?? 20???? = (50 -0.00618*41 2 + 0.2289*41 + 42.2)(0.9545) -17.78?? 20???? = 69. blend123Trial binder4.4%4.4%4.4%% ?? ???? at ?? ??????96.2%95.7%95.2%% ?? ???? at ?? ??????87.1%85.6%86.3%% Pa3.8%4.3%4.8%%VMA12.7%13%13.5%%VFA68.5%69.2%70.1%%Dust0.9%0.8%0.9% © 2022 Global Journals © 2022 Global Journals ( ) Step 4 The percent of effective asphalt binder by volume Vbe : the volume of effective binder content Sn : the nominal maximum sieve size (mm) Step 5 A trial percentage of asphalt binder * Traffic and highway engineering 4 th edition chapter 19 Nicholas J. Garber. 2 National Asphalt Training Center By FHWA * Principles of Pavement Design 2 nd edition chapter 1 Yoder Ej