9.37 The Marshall procedure was used to design an asphalt concrete mixture for a heavy-traffic road. Asphalt cement with a specific gravity of 1.025 is to be used. The mixture contains a 19 mm nominal maximum particle size aggre- gate, with bulk specific gravity of 2.654. The theoretical maximum specific gravity of the mix is 2.480 at 4.5% asphalt content. Trial mixes were made, with the average results shown in Table P9.37. Determine the optimum asphalt content using the Asphalt Institute design criteria (see Table 9.14). Assume a design air void content of 4% when using Table 9.15.

9.37 The Marshall procedure was used to design an asphalt concrete mixture for a heavy-traffic road. Asphalt cement with a specific gravity of 1.025 is to be used. The mixture contains a 19 mm nominal maximum particle size aggre- gate, with bulk specific gravity of 2.654. The theoretical maximum specific gravity of the mix is 2.480 at 4.5% asphalt content. Trial mixes were made, with the average results shown in Table P9.37. Determine the optimum asphalt content using the Asphalt Institute design criteria (see Table 9.14). Assume a design air void content of 4% when using Table 9.15.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Concept explainers

Asphalt Binders and Mixtures

Asphalt binders are subsidiary products procured during the refining process of petroleum while manufacturing gasoline, diesel, and similar petroleum products. Asphalt binders are obtained from the residue that remains after the distillation of petroleum, this residue is further subjected to steam distillation and oxidation to remove the traces of gas oil present in the residue. Certain additives or modifiers are also added to asphalt binders to alter them to suit different applications.

Question

100%

Table P9.14
Seven-Day
Pavement
Maximum
Minimum Pavement
Temperature, °c Temperature, °C
Recommended PG Grade
50%
98%
Case
Mean, °C
Std. Dev., °C
Mean, °C Std. Dev., °C Reliability
Reliability
1
43
1.5
-29
2.5
2
51
3
-18
4
3
62
2.5
10
2
Table P9.15
Seven-Day
Pavement
Maximum
Minimum Pavement
Temperature, °C Temperature, °C
Recommended PG Grade
50%
98%
Case
Mean, °C
Std. Dev., °C
Mean, °C Std. Dev., °C Reliability
Reliability
1
39
1
-32
3.5
2
54
1.5
-17
2
3
69
2
2.5

9.37 The Marshall procedure was used to design an asphalt concrete mixture for a
heavy-traffic road. Asphalt cement with a specific gravity of 1.025 is to be
used. The mixture contains a 19 mm nominal maximum particle size aggre-
gate, with bulk specific gravity of 2.654. The theoretical maximum specific
gravity of the mix is 2.480 at 4.5% asphalt content. Trial mixes were made,
with the average results shown in Table P9.37. Determine the optimum
asphalt content using the Asphalt Institute design criteria (see Table 9.14).
Assume a design air void content of 4% when using Table 9.15.
Table P9.37
Asphalt Content,
% by Weight
Bulk Specific
Gravity
Stability, kN
Flow, 0.25 mm
3.5
2.367
8.2
7.3
4.0
2.371
8.6
9.4
4.5
2.389
7.5
11.5
5.0
2.410
7.2
12.5
5.5
2.422
6.9
13.2

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As a materials engineer working for a highway department, what standard PG asphalt binder grade would you specify for each of the conditions shown in the table below. Show all calculations.
An asphalt binder is intended to be used in a climate with maximum 7-day pavement temperature of 73 •C and minimum pavement temperature of -18•C. Following is the SHRP tests results on the asphalt binder. This asphalt meet the requirements for original binder, _meet the requirements for RTFO aging and meet the requirements for PAV aging Original Binder DSR at 76 °C: G*=0.96 kPa, ô=65• RTFO Aged Binder Mass lost: 0.55 % DSR at 76 °C :G*=1.72 kPa, ô=54• PAV Aged Binder DSR at 31 •C : G*=8520 kPa, ô=37• BBR at -12 °C and 60 sec : Stiffness = 289 MPa , m-value = 0.281 DTT at -12 C : 2.2% does not, does not, does no does not, does, does not does not, does, does does, does, does not
Q1: Find the optimum binder (asphalt) content for the results of Marshall test for base layer as bellow and check the properties of the optimum mix: %AC Density (gm/cm³) %V.T.M %V.FB Stability (N) Flow (mm) 3.0 2.200 8 60 7600 2.5 3.5 2.219 7.2 66 8500 3 4.0 2.235 4.5 72 9000 3.3 4.5 2.225 3.5 78 8800 4.2 5 2.210 2 88 8200 4.5 Specification 3-6 70-85 Min. 5000 2-4
Problem #1 The following figure shows the results from the dynamic modulus test for asphalt mixtures. The specimen is 4" in diameter and 6" in height. The gauge length for the axial LVDT is 4". Time lag is 0.25s. Find |E*I, and phase angle . Axial force(lbf) 65 60 40 20 0 -20 -40 -65 0 Dynamic modulus test result (gauge length = 4") 0.5 Time (second) 1 0.0010 0.0009 0.0006 0.0003 0 force (lbf) disp (in.) -0.0003 -0.0006 -0.0009 -0.0010 1.5 Axial displacement(in) 4"