After 2 years of traffic, cores were recovered from the roadway whichhas severe rutting and bleeding. The bulk specific gravity and the maximum theoretical specific gravity were measured on these cores and are asfollows:Bulk specific gravity = 2.487Maximum theoretical specific gravity = 2.561 a. Calculate the air voidsb. If the design air void content was 4%, explain what effect the calculatedair voids had on the rutting and bleeding noted.

After 2 years of traffic, cores were recovered from the roadway whichhas severe rutting and bleeding. The bulk specific gravity and the maximum theoretical specific gravity were measured on these cores and are asfollows:Bulk specific gravity = 2.487Maximum theoretical specific gravity = 2.561 a. Calculate the air voidsb. If the design air void content was 4%, explain what effect the calculatedair voids had on the rutting and bleeding noted.

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter18: Bituminous Materials

Section: Chapter Questions

Problem 5P: Given the specifications for an asphaltic concrete mixture and the results of a sieve analysis,...

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QueAfter two years of traffic, cores were recovered from the roadway which has severe ruttingand bleeding. The bulk specific gravity and the maximum theoretical specific gravity weremeasured on these cores and are as follows:Bulk specific gravity = 2.487Maximum theoretical specific gravity = 2.561a. Calculate the air voidsb. If the design air void content was 4%, explain what effect the calculated air voids hadon the rutting and bleeding noted.
After 2 years of traffic, cores were recovered from the roadway which has severe rutting and bleeding. The bulk specific gravity and the maximum theoretical specific gravity were measured on these cores and are as follows:a. Bulk specific gravity = 2.487b. Maximum theoretical specific gravity = 2.56 1 c. Calculate the air voidsd. If the design air void content was 4%, explain what effect the calculated air voids had on the rutting and bleeding noted.
After two years of traffic, cores were recovered from the roadway which has severe rutting and bleeding. The bulk specific gravity and the maximum theoretical specific gravity were measured on these cores and are as follows: Bulk specific gravity = 2.561 Maximum theoretical specific gravity = 2.487 a. Calculate the air voids b. If the design air void content was 4%, explain what effect the calculated air voids had on the rutting and bleeding noted.
The laboratory test data for a modified Proctor test and CBR test for (crushed limestone) are given below; Find the CBR valuc at 95% of MDD after necessary corrections, for the tested sample depending on Iraqi Specifications, R6 (after drawing the curve and stating your answer about which sort of sub-bases materials are used in highway construction? Table 1: CBR test data @56 blows} 56 Blows O 0.5 1 1.5 2. 25-3 0 15 40 85 140 220 300 455 611 Penetration(mm) 4 5 15 10 12.5 Load (Kg) 959 1120 1100 Table 2: MDD and CBR values for 10, 25 and 56 blows No. of Blows 10 25 56 MDD, gm/cm' 1.95 2.07 2.2 CBR% 24 29 CBR% at 95% MDD
After two years of traffic, cores were recovered from the roadway which has severe rutting and bleeding. The bulk specific gravity and the maximum theoretical specific gravity were measured on these cores and are as follows: Bulk specific gravity = 2.561 Maximum theoretical specific gravity = 2.487 a.) Calculate the air voids b.) If the design air void content was 4%, explain what effect the calculated air voids had on the rutting and bleeding noted. Show Clear Solution.
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HW: Determine the average air void of the three asphalt concrete samples with the followings characteristics, then check if the average air void is acceptable by the specification which stated the air void range from 3-5%: Material Fine Filler Asphalt Weight Weight Weight Course agg. agg. cement in air in SSD water Effective specific gravity Percentage in the 2.61 2.63 2.87 1.03 45 46 5 4 mix 1212 Sample 1 Sample 2 Sample 3 1209 697 1206 698 1208 1215 702 1211 31/03/2022 00:10 Lecture 6: Bituminous Mixes 60
1) Compound composition of a Portland cement is given in the table below. What is the type of this Portland cement according to ASTM standard classification? What type of construction work is this Portland cement suitable for and why? Compound composition of PC, % C;S 47 C2S 25 C3A 12 C4AF 9
HW1- It is required to design a M20 grade concrete mix having a slump of the order of 25 mm for foundation of structure likely to be subjected to moderate exposure conditions during its service life. The contractor will exercise good quality control, and standard deviation estimated from past records is 4.8 MPa (for more than 30 samples). Test results of the material available at the site are the following: Coarse Aggregate: Round gravel aggregate; specific gravity =2.68; water absorption =1.46; bulk density kg/m³ (dry and compacted) 1600. Fine Aggregate: natural river sand; specific gravity = 2.6; water absorption= 0.5; Durability requirements: Maximum allowable w/c ratio= 0.55Minimum cement content for moderate exposure= 300 kg/m³. Sieve size (mm) Cumulative % passing Sieve size (mm) Cumulative % passing 4.75 95.4 Sieve analysis of sand 1.18 82.2 2.36 90.6 40 100 Sieve analysis of coarse aggregate 20 95 0.6 54.4 10 25.6 4.75 3.3 0.3 26.6 2.36 0 0.15 2.9 pan 0 pan 2 Estimate the…
Q2) A- In a project, Tow asphalt base course samples was token after paver that have been designed by Marshall method Sample One made form of 51 % of Dolomite and the rest form limestone with binder content 4.3% in sample Two, Limestone was used only with binder content 5 % as showed in the table below. Gab = Location G(g/cm Gb (g/cm³) If you know that G-1.03 g/cm³ and G Dolomite-2.72 g/cm³. G limestone-2.51 g/cm³ find Which one will meet the specifications? Gre= . P₁+ P₂ +P P1+ G₁ P2. G₂ Un Gmm = FL Five Fo VMA 100- Sample One . 0+000 to 0+750 2.5 2.4 P1002 Gmb P Gab Sample Two G-G Gre Gab 0-750 to 1+450 2.444 2.35 V₁=100- Gb . Gom Gmb Gmm Pbe= Pb-P₁ 100 .VFA== 100 (VMA-V) VMA
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…