performance grade bitumen manufacturing and preparation techniques with the comparison between the dry mix and the asphalt hot mixes. also, the most common used polymer to modify the bitumen to be a pg bitumen is SBS styrene butadien styrene.

1. Alexandria Specialty Petroleum Products Company
MSC. Yasser ElNagar
Laboratories General Manager
September 2023
Performance Grade Bitumen

2. Bitumen Definition
Viscoelastic:
Exhibit both viscous and elastic characteristics when
undergoing deformation

3. Bitumen Viscoelastic Behavior

4. BitumenViscoelasticBehavior

5. BitumenViscoelasticBehavior

6. Superpave Asphalt / Performance Grade Bitumen

8. Performance Grade Bitumen
Performance Grade
Bitumen (PG) S/H/V/E
Traffic
level
DSR
BBR
MSCR

9. Petroleum Bitumen Specifications Grade
PG52
S/H/V/E
PG58
S/H/V/E
PG64
S/H/V/E
PG70
S/H/V/E
PG76
S/H/V/E
Dynamic Shear
Rheometer
(DSR) (MSCR)
ASTM D6373
AASHTO MP320
Performance
Grade Bitumen
(PG)
PG46
S/H/V/E
PG82
S/H/V/E

12. Styrene Butadiene Styrene (SBS)
copolymer

13. The most successful polymer for bitumen
binder modification to date is the styrene-
butadiene-styrene (SBS) triblock copolymers.
Styrene Butadiene Styrene (SBS)
copolymer

14. Styrene Butadiene Styrene (SBS)
copolymer
SBS is thermoplastic elastomers and exhibit a two-phase
morphology:
1. a plastic phase of the polystyrene end blocks.
2. an elastomeric phase attributed to the polybutadiene central
blocks.

15. Styrene Butadiene Styrene (SBS)
copolymer
• Radial polymers have
excellent efficiency and good
high temperature
properties.
Linear triblock polymers
provide a good balance of
viscosity, elasticity and
compatibility.
Ideal for low
viscosity

16. Aging :
1. Short Term (RTFO Test)
Simulate mixing and compaction process.
2. Long Term (PAV Test):
Simulate 10 years in service.
Aging for 20 hr, pressure 2070 kpa, temperature 90, 100
or 110oC.
Performance Grade Bitumen Control System

17. Virgin Bitumen Sample:
DSR: Rutting Factor (|G*| (Shear factor) /sin δ (Phase angle) )
Short Aged Bitumen Sample (RTFOT):
DSR : Minimum Performance Temperature
Rutting Factor (|G*| (Shear factor) /sin δ (Phase angle) )
MSCR : Jnr Non-Recoverable compliance factor
Long Aged Bitumen Sample (PAV)
DSR : Fatigue factor (|G*| (Shear factor) .sin δ (Phase angle) )
BBR: Low Tempeature Cracking
Performance Grade Bitumen Control System
PG64-20E

18. As Complex Factor |G*| Stiffnesses (deformation Resistance)
As Phase Angle δ Elastic Portion (Recovered Ability)
Dynamic Shear Rheometer (DSR)
Multiple Stress Creep Recovery Test (MSCR)
Complex Factor |G*| = Shear Stress max/ Shear Strain max

19. Dynamic Shear Rheometer (DSR)
Multiple Stress Creep Recovery Test (MSCR)
Wc = work dissipated per load cycle
σ = stress applied during load cycle
G* = complex modulus
δ = phase angle
Wc = work dissipated per load cycle
ε0 = strain during load cycle
G* = complex modulus
δ = phase angle
Rutting Factor Fatigue Cracking Factor
Rutting Factor = |G*| (Shear factor) /sin δ (Phase angle)
Fatigue Factor = |G*| (Shear factor) .sin δ (Phase angle)

20. How to control the PG Bitumen Grade

21. Non-Recoverable Creep Compliance Factor = Jnr
(Non-recovered Shear Strain/Applied Shear Stresses)

22. Bitumen 60/70 = PG bitumen Grade 64-10H
Grade
Bumping
Compliance
Factor, kpa-1
Traffic
Level
Traffic
Load Rate
S 2.0-4.0 <3 million ESAL >70 km/h
H 1.0-2.0 3-<10 million ESAL 20-70 km/h
V 0.5-1.0 10-<30 million ESAL <20 km/h
E 0.0-0.5 >30 million ESAL <20 km/h
ESAL: Equivalent Single Axle Loads
Non-Recoverable Creep Compliance Factor = Jnr
(Non-recovered Shear Strain/Applied Shear Stresses)

23. Non-Recoverable Creep Compliance Factor = Jnr
(Non-recovered Shear Strain/Applied Shear Stresses)
Compliance
Factor
=
J
nr
Virgin
Bitumen
60/70
PG64/-10
H

24. BBR Test
Bending Beam Rheometer
Creep Stiffness
Performance Grade Bitumen Control System

25. Bending Beam Rheometer/Creep Stiffness Test
(BBR)
Creep stiffness is a measure of the thermal stresses in the asphalt
binder. If these stresses are too great, cracking will occur.
In a viscoelastic material, the stiffness and resulting deflection are time
dependent,
Creep stiffness is calculated using the following equation:
S (t) = A + B log (t) +C [log (t)]2
Where:
S(t) = asphalt binder stiffness
P = applied constant load (100 g or 0.98 N)
L = distance between beam supports (102 mm)
b = beam width (12.5 mm)
h = beam thickness (6.25 mm)
δ(t) = deflection at a specific time

26. Bending Beam Rheometer Test (BBR)
Creep stiffness calculations are made at 8, 15, 30, 60, 120 and 240
seconds of loading.
for a PG 64-22 asphalt binder, the test temperature would be (-12°C),
which is (10°C) higher than the low temperature specification of (-22°C).
MASTER STIFFNESS CURVE
Maximum Creep Stiffness is 300 Mpa
The slope of this master stiffness curve, designated by the letter “m”,
“m”, is a measure of the rate at which the asphalt binder relieves stress
through plastic flow.
Minimum m-value is 0.300
Performance Grade Bitumen Control System

28. PMB Production Principle

29. Manufacturing Equipment

31. Project Threats
1.
Production 2.
Application
3. Storage
4.
Transportation

33. 2. Application
Project Threats
1. PG Bitumen viscosity = 2200 cP@135oC
i.e. 6 fold traditional 60/70

34. 2. Application
Project Threats
2. PG Bitumen Mixing Temperature= 200oC

35. 2. Application
Project Threats
3. Limestone Aggregate

36. 2. Application
Project Threats
According to high temperature exposure, the limestone aggregate is
not recommended for PG production; internal and microcracks will be
occur.
Dolomite aggregate is recommended for good mix.

37. 2. Application
Project Threats
4. Superpave Asphalt Mix Compaction
Temperature = 185-190oC

38. 3. Storage
Project Threats
1. PG Bitumen Storage
Temperature
=
140-180oC
2. PG Storage Facilities
(min of 2 mixers are required)

39. 4.Transportation
Project Threats
1. PG Bitumen Transportation Temperature
= 170-180oC
2. PG Transportation Truck Facilities
(Continues agitation is required)

40. 1. Dry Mixing
Process
2. Non Central
Plant
Project
Competitors

42. 1. Polymer Modified Asphalt (Dry Process)
Advantages:
 1. Polymer/Material diversity.
 2. Low addition percentages.
 3. Direct blending.
 4. High performance.
 5. Faster production.
 6. Low energy consumption, normal
plant temperature.
 7. No transportation precautions.
 8. No Storage precautions.

43. 1. Polymer Modified Asphalt (Dry Process)
Disadvantages:
 1. Onsite quality control is not
occur.
 2. Short list polymer with low GTT.
 2. Polymer importing logistics.
 3. high accurate blending
conditions is required.
 4. localized polymer may be occur.

44. Merghem Road, El-Sad El-Aali St., Alexandria, Egypt
P.O: 3 El-Max
Tel.:002 03 9541176 , Fax:002 03 2026025
Web Site: www.asppc.com.eg
E-mail: asppc@asppc.com.eg
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