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1455 NE Brandi Way
Pullman, WA 99163
Home: 0015093369396
Cell: 0096892658585
Hisham.al-Nabhani@wsu.edu
10/12/2017
Dear Mr. Yan Zhang,
Please let us present the report of the hot mix asphalt for the asphalt binder. As requested in your
letter, my skilled technicians conducted firstly, AASHTO T316-13, which it is a standard method
of test for viscosity determination of asphalt binder Using rotational viscometer. Secondly,
AASHTO T240-13 is a standard method of test for effect of heat and air on a moving film of
asphalt (rolling thin-film oven test). Thirdly, AASHTO R28-12 it is accelerated aging of the
asphalt binder by using a pressurized aging vessel (PAV). Fourthly, AASHTO R29-14 is that
Grading or verifying the performance grade of an asphalt binder. Fifthly, AASHTO T315-12 that
It is a standard method of test for determining the rheological properties of asphalt binder using a
dynamic shear rheometer (DSR). Finally, T313-12 that it is a standard method of test for
determining the flexural creep stiffness of asphalt binder using the bending beam rheometer
(BBR). Asphalt binder sample is categorized as PG64-22 and is suitable for use in a HMA
pavement and that due to superpave and WSDOT specifications. In fact, the team collected all the
required data after they have done those tests. The data analysis and calculation are shown in the
report. We made a great schedule that helps us to finish the on the assigned time. The team thanks
you for your trust on the team.
Sincerely yours,
Hisham Al-Nabhani
Enclosures (1): Binder Sample
1
Washington State University
Department of Civil and Environmental Engineering
CE 400
Report 2 (Resubmission)
Hisham Al-Nabhani
Oct 12, 2017
2
Table of Contents
Project Introduction……………………………………………………………….. 4
Objectives of Each Test and the procedures for each one….……………………… 4
Test Results………………………………………………………………………… 7
Discussion of results……………………………………………………………….11
Conclusion………………………………………………………………………… 14
3
Introduction
For this report, students had these following tests, AASHTO T316, AASHTO T240,
AASHTO- R28, AASHTO R29, AASHTO T315 and T313. These tests were done to find out the
asphalt binder properties. Actually, the proportion of the asphalt binder is primarily a part when
finding out whether the asphalt is suitable enough to be used in hot mix asphalt.
Objectives of Each Test and the procedures for each one:
AASHTO T316:
It is a standard method of test for viscosity determination of asphalt binder Using rotational
viscometer.
Procedure:
Firstly, we turn on the rotational viscometer and proportional temperature then preheat
the sample holder with sample chamber. Secondly, we put the temperature to what we need it.
Then, we heated the amount that we need of the asphalt binder. After that, we inserted a
preheated spindle and attach it to the viscometer. Then, we brought the sample of the asphalt to
the desired temperature and that with approximately 30 mi and a minimum of 10 min. we allow
the asphalt sample to equilibrate at the desired test temperature. Finally, we measured the
viscosity at 1min interval for a 3 min.
AASHTO T240:
It is a standard method of test for effect of heat and air on a moving film of asphalt (rolling thinfilm oven test)
Procedure:
Firstly, the sample has been heating in the container and that not exceeding 163°C.
Secondly, we poured 35 ± 0.5 gram of the specimen into every one of the numbers of containers
of glass. Thirdly, to a horizontal position, we turned the container. Fourthly, we allowed the glass
in the container to cool with a degree of at least 60 min. Then, we determined mass change. After
that, we putted the container of the glass in the oven and maintain the airflow of 4000±
300mL/min. and the carriage rotating for 85 min. finally; we determine the mass of those
containers by using an analytical balance and that after cooling.
4
AASHTO R28:
It is accelerated aging of the asphalt binder by using a pressurized aging vessel (PAV).
Procedure:
For this test, firstly, we poured the hot residue into the stainless steel pans for immediate
conditioning in the PAV. Secondly, we putted the pan holder inside the vessel of the pressure.
Thirdly, we putted the pan of the stainless steel on a balance and add 50± 0.5 gram of asphalt
binder to that pan. Then, we placed the filler pans in the holder. Then, when inside the pressure
vessel the temperature is within 20°C of the aging temperature, we applied an air pressure of 2.1
± 0.1 MPa. After that, we maintained air pressure and the temperature in the pressure vessel for
20h ± 10 minutes. Finally, we stir the residue in the pan gently to assist in the removal of air
bubbles.
AASHTO R29:
Grading or verifying the performance grade of an asphalt binder
Procedure:
Firstly, we started conditioning asphalt binder in the RTFO. Secondly, we did the test of
the DSR on the original asphalt binder at temperature of 58°C. thirdly, we found out the change
of the mass of the original asphalt binder. Then, we performed the DSR test on the RTFO residue
at the temperature test that used to determine the starting grade of the PG. then, we aged a
sufficient quantity of RTFO residue in the PAV. After that, we did the test of the DSR on the
PAV beginning at temperature test that were 16°C and 19°C. finally, we found out the beginning
temperature test for the BBR test on the PAV residue.
AASHTO T315:
It is a standard method of test for determining the rheological properties of asphalt binder using a
dynamic shear rheometer (DSR)
Procedure:
Firstly, we got the sample to a temperature test which is ± 0.1°C. secondly, we chose the
temperature test. Thirdly, we found out the strain value according to the value of the complex
modulus. Then, we chose an appropriate strain value and that from the table.2 in AASHTO T315.
After that, we found out the stress level according to the value of the complex modulus. Finally,
after preparing and trimming the specimen, we initiated the testing immediately.
5
AASHTO T313:
It is a standard method of test for determining the flexural creep stiffness of asphalt binder using
the bending beam rheometer (BBR).
Procedure:
Firstly, we chose the temperature test in the testing bath and a condition it for 60 min± 5
min. secondly; we putted the thick steel beam in position on the supports of the beam. After that,
we switched to contact load from the test load. Then, we entered the sample identification data,
test load, test temperature; time the specimen is putting in the bath at the test temperature. Then,
we applied a 35 ± 10-mN contact loads to the beam to ensure contact to ensure between the beam
and the loading head for no more than 10 seconds. Finally, we activate the automatic test system
to change loading after contact by increasing and decreasing loading.
6
Tests Results:
Table1.1: Viscosity Determination Using Brookfield Apparatus.
Items
Results
(A1) Testing temperature in °C
135
(B1) Spindle #
27
(C1) Rotational Speed (rpm)
50
(D1) Torque (%)
(E1) Viscosity (Pa-s=cP*0.001)
28.5
(11 min)
0.285
(E1) Viscosity (Pa-s=cP*0.001) (12 min)
0.287
(E1) Viscosity (Pa-s=cP*0.001) (13 min)
0.287
Table1.2: Viscosity Determination Using Brookfield Apparatus.
Items
Results
(A2) Testing temperature in °C
165
(B2) Spindle #
21
(C2) Rotational Speed (rpm)
100
(D2) Torque (%)
20.6
(E2) Viscosity (Pa-s=cP*0.001)
(11 min)
0.104
(E2) Viscosity (Pa-s=cP*0.001)
(12 min)
0.104
(E2) Viscosity (Pa-s=cP*0.001)
(13 min)
0.104
Discussion:
In this experiment, we did two trials; the first one was at a test temperature, which is 135
degree C. in this one the viscosity was not allowed to exceed 3Pas. That the viscosity got
at intervals for a total of 3 minutes. So the mixture of the asphalt got with the
requirements needed with this test. The second test was at a test temperature, which is
165 degree C.
7
Viscosity vs Temp
0.35
0.3
y = -0.0061x + 1.1105
0.25
Viscosity
(Ps.s)
0.2
0.15
0.1
0.05
0
0
50
100
Temperature
(C)
150
200
Fig. 1: Viscosity vs. Temperature
Recommended Mixing temperature
131 °C
Recommended Compaction temperature
150 °C
X1 (132.9)
m*x+b
Y1=0.3
X2 (149.3)
m*x+b
Y2=0.2
Discussion:
According to the data that we have, this fig. Shows the relationship between the average
viscosities that found vs. the two temperatures, which are (135, 165) C degree.
8
Table1.3: Rolling Thin Film Oven Test.
Item
Results
(A) Mass of Bottle (g)
169.055
(B) Mass off bottle+Binder(g)
204.045
(C) Mass of initial Binder (g) C=B-A
35.1
(D) Final Bottle+Binder (g)
203.985
(E) Mass Loss (g)E=B-D
0.06
(F) Mass Loss (%) F=(E/C)*100
0.171
Discussion:
In this test, we had to get masses and then we should calculate the loss mass in grams and
%. To get the loss mass in grams, we used this equation: Mass Loss (g)=(Mass of Bottle
+ Binder) – (Final Bottle + Binder). The mass in %, we used this equation: Mass Loss
(%) = ((Mass Loss (g)) / (Mass of Initial Binder)) * 100. Finally, the mixture of the
asphalt met the requirements needed with this test.
Table1.4: Pressure Aging Vessel.
Item
Results
Pressure (Mpa)
2.070
Temperature °C
100
Time for Aging (hours)
20
Discussion:
In this test, we were allowed to get the pressure, temperature, and to get time for aging.
The mixture of the asphalt met the requirements needed with this test.
Table1.5: Flexural Creep Stiffness of Asphalt Binder Using the Bending Beam
Rheometer.
9
Testing Temperature in
Celsius
Creep Stiffness, S at 60s
(MPa) S<=300MPa Slope, m-value at 60s m>=0.300
-12
108.24
0.3971
Discussion:
In this experiment, we have the test temperature, which is -12 C degrees. Creep stiffness
was 108.24 and slope 0.3971 for this test with that temperature. The mixture of the
asphalt has met the requirements needed with this test.
Table1.6: Rheological Properties of Asphalt Binder Using Dynamic Shear Rheometer.
Aging Condition
Original
RTFO-Aged
PAV-Aged
Measurement
Type
Strain Amplitude
(%)
Plate Diameter
(mm)
Plate Gap (mm)
High
High
Intermediate
12
10
1
25
25
8
1
1
2
Equilibration
(min)
Test Temp in
Celcius
10
10
10
G*/sin(x)
(>=1.00kPa)
G*/sin(x)
(>=2.20kPa)
G*sin(x)
(<5000kPa) 1.284 3.4065 1544 64 degrees Celcius Discussion: Here in this test, the values for 64 C degrees was gotten as shown above. That was by using the properties that we had for this experiment. Finally, the mixture of the asphalt has met the requirements needed with this test. 10 Discussion of Results 1-(AASHTO T 316-13) In table 1.1 and 1.2 First at 135 ° : -At 11 min the viscosity = 0.285 Pa.s < 3Pa.s Test passed (satisfied). - At 12 min the viscosity = 0.287 Pa.s < 3Pa.s Test passed (satisfied). -At 13 min the viscosity = 0.287 Pa.s < 3Pa.s Test passed (satisfied). Second at 165 ° : -At 11 min the viscosity = 0.104 Pa.s < 3Pa.s Test passed (satisfied). - At 12 min the viscosity = 0.104 Pa.s < 3Pa.s Test passed (satisfied). -At 13 min the viscosity = 0.104 Pa.s < 3Pa.s Test passed (satisfied). *Overall the test passed (satisfied). 2-(AASHTO T 240-13) In table 1.3 The mass change = 0.171% <1%, so the test passed (satisfied) because our mass change in percent is less than 1 percent so it is suitable. *Overall the test passed (satisfied). 11 3-(AASHTO R 28-12) In table 1.4 -Our Pressure is 2.070 Mpa -The Temperature is 100 °C -Time for aging is 20 hours. 4-(DSR T 315): In table 1.6 At 64 °C Original Binder: Dynamic Shear Rheometer = 1.284 KPa > = 1 KPa so this value passed (satisfied) because it is
greater than 1 kPa which the minimum dynamic shear.
RTFO-Aged:
Dynamic Shear Rheometer = 3.4065 KPa > = 2.20 KPa so this value passed (satisfied) because it
is greater than 2.20 KPa which the minimum dynamic shear.
At 25 °C
PAV-Aged
Dynamic Shear Rheometer = 1544 KPa < = 5000 KPa so this value passed (satisfied) because it is less than 5000 KPa which is the maximum dynamic shear. PG64 -22 *Overall the test (Not satisfied). 12 5-(BBR T313): In table 1.5 -The creep stiffness at 60 s= 108.24 MPa<= 300 MPa. This creep stiffness passed (satisfied) because it is less than 300 MPa, which is the maximum creep stiffness. -The slope at 60s = 0.3971 >=0.300. The slope passed (satisfied) because it is bigger than the
minimum required slope.
*Overall the test passed (satisfied).
Conclusion:
For the Asphalt Binder tests, we had to do four different tests that are mentioned
previously. All of the tests went as we expected and it took two weeks to run all tests as stated
earlier. Starting with the first test (AASHTO T 316-13) the test passed the requirement at both
temperature 132.9 °C and 149.3 °C as seen previously. The second test (AASHTO T 240-13)
passed the requirement too because the percentage mass change was less than the maximum
13
which is 1%. In the third test (AASHTO R 28-12) the pressure value was 2.070 MPa during the
test at 100 °C with aging of 20 hours. In the last test (DSR T 315 and BBR 313) both tests passed
the requirement and met the needed specifications. Overall, these tests went very well and passed
based on the specifications given except, the performance grade based on the DSR T 315. That
means, the asphalt mixture isn’t suitable for use in a HMA pavement at Pullman Area with a
performance grade of PG64-22, which shows that the required performance grade wasn’t met.
14
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