The Marshall method was used to design an asphalt concrete mixture. A PG 64-22asphalt cement with a specific gravity (Gp) of 1.031 was used. The mixture containsa 9.5 mm nominal maximum particle size aggregate with a bulk specific gravity (Gab)of 2.696. The theoretical maximum specific gravity of the mix (Gmm) at asphalt con-tent of 5.0% is 2.470. Trial mixes were made with average results as shown in thefollowing table:Asphalt Content (P.)(% by Weight of Mix)Bulk SpecificGravity (Gmb)CorrectedStability (kN)Flow (0.25 mm)4.02.3606.34.52.3786.7105.02.3955.4125.52.4055.1156.02.4154.722Determine the design asphalt content using the Asphalt Institute design criteria formedium traffic (Table 9.15). Assume a design air void content of 4% when usingTable 9.16.

Specific gravityGb=1.031,Mix particle size=9.5 mm,Bulk specific gravity(Gsb)=2.696,Theoretical…

Answered: The Marshall method was used to design…

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter18: Bituminous Materials

Section: Chapter Questions

Problem 12P

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The Marshall method was used to design an asphalt concrete mixture. A PG 64-22 asphalt cement with a specific gravity (Gb) of 1.031 was used. The mixture contains a 9.5 mm nominal maximum particle size aggregate with a bulk specific gravity (Gsb) of 2.696. The theoretical maximum specific gravity of the mix (Gmm) at asphalt content of 5.0% is 2.470. Trial mixes were made with average results as shown in the following table:Determine the design asphalt content using the Asphalt Institute design criteria formedium traffic Table . Assume a design air void content of 4% when usingTable
We require a mix with a mean 28-day compressive strength of 28 MPa. The slump is selected to be 40 mm. The maximum size of aggregate is 25 mm, its bulk density is 1570 kg/m3, and its specific gravity is 2.59. The available fine aggregate has a fineness modulus of 2.60 and a specific gravity of 2.62. No air entrainment is required. The cement relative density is 3.15. 1- Design the concrete mix according to ACI method satisfying the above requirements (find water, cement, fine and coarse aggregate masses (in kg/m³) and volumes (in m³) to form 1 m³ of concrete.).
The Superpave volumetric procedure has been widely implemented, with success- ful results. However, the method lacks a strength test to verify the suitability of the Superpave mixes. Research completed in NCHRP Project 9-19 developed "simple performance tests" for asphalt concrete (Witczak et al., 2002), currently called the Asphalt Mixture Performance Tester, AMPT, Figure 9.34. The AMPT is not currently a requirement for Superpave mix design, but implementation studies are underway. In addition, the test method was designed to capture the material properties needed for the Mechanistic Empirical Pavement Design System, MEPDS. The equipment and associated protocols of the AMPT tests are designed to cap- ture the viscoelastic behavior of asphalt concrete. Tests based on measurement of dynamic modulus (for both of permanent deformation and fatigue cracking), flow time (permanent deformation), and flow number (permanent deformation) were selected for further field validation. The three…
An aggregate blend is composed of 59% coarse aggregate by weight (Sp. Gr.2.635), 36% fine aggregate (Sp. Gr. 2.710), and 5% filler (Sp. Gr. 2.748). Thecompacted specimen contains 6% asphalt binder (Sp. Gr. 1.088) by weight oftotal mix and has a bulk density of 2305 kg/m3. Ignoring absorption, compute the percent voids in total mix, percent voids in mineral aggregate, and the percent voids filled with asphalt.
An aggregate blend is composed of 59% coarse aggregate by weight (Sp. Gr.2.635), 36% fine aggregate (Sp. Gr. 2.710), and 5% filler (Sp. Gr. 2.748). The compacted specimen contains 6% asphalt binder (Sp. Gr. 1.088) by weight of total mix and has a bulk density of 143.9 lb/ft3 Ignoring absorption, compute the percent voids in total mix, percent voids in mineral aggregate, and the percent voids filled with asphalt.
A sample of aggregate weighing of 3800g. 45.5% retaining on sieve No.4. and 48.5% it is retaining on sieve No 200. If bulk specific - gravities of coarse , fine and mineral filler aggregates are 2.59 , 2.66 , and 2.69 respectively, determine the optimum asphalt conten as a percentage of the total mix if results obtained using the Marshall method are shown in the table below. The specific gravity of the asphalt is 1.05. Given that the specifications required minimum Marshal Stability of ( 7kN ). Flow (2-4mm) and percent of air voids (3-5%). (Note: if the mix is not satisfy the requirement, please explain how to adjust it). Marsha test Weight of sample (gm) Asphalt content (%) Stability (kN) Flow (mm) In air In water 0.04 1260.4 716.3 6.25 2.9 0.045 1298.9 747.8 7.1 3.2 0.05 1127.7 652.9 7.9 3.8 0.055 1222.5 705.6 7.5 4.5 0.06 1182.6 679.8 5.9 6.05
We require a mix with a mean 28-day Required Average Compressive Strength of 32 MPa the size of the member and the spacing of the reinforcement require a slump of 70 mm and a maximum size of aggregate of 32 mm. Portland cement type I is used with specific gravity of 3.15, dry-rodded unit weight of coarse aggregate 1750 kg/m³ and bulk specific gravity (SSD) of 2.55. The fineness modulus of fine aggregate is 2.8 and bulk specific gravity (SSD) of 2.5 ,No air entrainment is required. Neglect water absorption and moisture content of both aggregates. The aggregates conform to the ASTM C33-84 requirements for grading. Estimate the quantity of (cement, fine aggregate, coarse aggregate and water) for 1m³ concrete.
9.25 An aggregate blend is composed of 59% coarse aggregate by weight (Sp. Gr. 2.635), 36% fine aggregate (Sp. Gr. 2.710), and 5% filler (Sp. Gr. 2.748). The compacted specimen contains 6% asphalt binder (Sp. Gr. 1.088) by weight of total mix and has a bulk density of 2305 kg/m³. Ignoring absorption, compute the percent voids in total mix, percent voids in mineral aggregate, and the percent voids filled with asphalt.
Q1: Prepare mix design for given data • The 28-day compressive strength should be 34 MPa, The slump should be between 75 mm and 100 mm and the maximum aggregate size should not exceed 19 mm The properties of the materials are as follows: • Cement : Type I, specific gravity = 3.15 • Coarse Aggregate: Bulk specific gravity= 2.65; absorption capacity = 0.5%; dry-rodded unit weight = 1605 kg/m3, surface moisture = 1% • Fine Aggregate: Bulk specific gravity= 2.60; absorption capacity = 1.1%; fineness modulus = 2.70; surface moisture = 3%
2.69 Question No.4 (Answer 2 sections, with the 3rd (c) being of the them (compulsory) 20% a. Determine the temperature susceptibility of asphalt binder has the following test results: Penetration at 25°C = 42 dmm, and softening point, TR&B = 52°C. b. The results of asphalt cement tested are tabulated as follow; Determined PI and temperature susceptibility Table 7 penetration Test Result 42 Standard 46 °C @50 gm; 5 sec 32 R&B 52 Temp. C Field 46 c. The strain-loading time relationship for mechanical model shown in the same Figure 1; 1. Calculate the elastic deformation and their occurrence time. 2. Calculate the delay time. 3. Calculate the amount of deformation at 90 seconds after applying a load of 100 psi. 05 Strain( mm/mm) 0.6 04 02 80 Leading Timel sec) Figure 1 2
The mix design for an asphalt concrete mixture requires 2 to 6% minus 0.075 mm. The three aggregates shown in Table P.5.34 are available. TABLE P5.34 Minus 0.075 mm Coarse 0.5% Intermediate 1.5% Fine Aggregate 11.5% Considering that approximately equal amounts of coarse and intermediate aggregate will be used in the mix, what is the percentage of fine aggregate that will give a resulting minus 0.075 mm in the mixture in the middle of the range, about 4%?
Example of Mix design proportion calculation You need to design the mix proportion of a grade 40 for a column with workability of 50 mm slump and w/c not more than 0.55. The maximum size of gravel aggregate is 10 mm and the fine aggregate is quarry blast sand. The moisture content of the aggregate is as follow: The gravel aggregate is in moist condition with moisture content of =3.5%, dry density 1700 kg/m³ The sand is in moist condition with saturated surface dry density = 2600 kg/m³. Percent passing at 600um =35%,water absorption = 0.5%, mc = 6% Aggregate relative combined density (saturated surface dry) = 2.60 Cement used is Sulfate Resistance because part of column is in soil identified to contain sulfate

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