Laboratory and field implementation of high modulus

Laboratory and field implementation of high modulus asphalt concrete

SPENS_D8_WP4_appendix_F.doc 1

EUROPEAN COMMISSION

DG RESEARCH

SIXTH FRAMEWORK PROGRAMME

Sustainable Surface Transport

Sustainable Pavements for European New Member State s

Laboratory and field implementation of high modulus asphalt concrete. Requirements for HMAC

mix design and pavement design.

APPENDICES

Deliverable no. D8 - APPENDICES

Dissemination level Public

Work Package WP4 Task 4.2 „Material Recommendations and Performance-based Requirements for High Modulus Asphalt Mixtures and Flexible Pavement Design”

Main author(s) Wojciech Bańkowski (IBDiM)

Co-author(s) L.Wiman, B.Kalman, M.Tusar, I.Pap, D.Pangarowa, J.Hendrikson, A.Strineka

Status (F: final, D: draft) Final, 12.05.2009

File Name SPENS_D8_WP4_appendix_F.doc

Project Contract No. Contract No. 031467 (STREP, Priority 1.6.2)

Project Start Date and Duration 01 September 2006, 36 months


SPENS_D8_WP4_APPENDIX_F 2

TABLE OF CONTENTS - APPENDICES

1 A1 Composition and basic properties of the mixes de signed for test sections 4

2 A2 Recommendations and requirements for HMAC (Polan d) 12

3 A2 Recommendations and requirements for HMAC (Bulga ria) 22

4 A3 Recommendations and requirements for HMAC (Croat ia) 33

5 A5 Recommendations and requirements for HMAC (Eston ia) 47

6 A6 Recommendations and requirements for HMAC (Serbi a) 59

7 A7 Recommendations and requirements for HMAC (Slove nia) 71

8 A8 Recommendations and requirements for HMAC (Swede n) 84



APPENDICES



1 A1 Composition and basic properties of the mixes designed for test sections

1.1 SMA 8 DE80C

Table 1 Composition of both mineral mix and bitumin ous mixture

No Components Mineral mixture

% m/m

Bituminous mixture, % m/m

1

2

3

4

5

6

Filler

Granular mix 0/4

Basalt 2/5

Basalt 5/8

PMB

Viatop Premium

10,0

19,0

9,0

62,0

-

-

9,3

17,5

8,3

57,4

7,1

0,4

7

8

Wetfix BE

Sasobit

-

-

0,2*

3,0*

Total 100,0 100,0

* proportion by weight of binder

Table 2 Mineral mix grading Grading limits Sieve #,

mm

Passing sieve % Lower Upper

11,2 100,0 100,0 100,0

8,0 98,8 90,0 100,0

5,6 52,6 35,0 60,0

2,0 25,3 20,0 30,0

0,063 10,4 7,0 12,0



Table 3 Properties of SMA8 DE80C, binder content Am =7,1% by mass

No Property Value Requirement

1 Bulk density of aggregate mix, g/cm3 2,997 -

2 Maximum density of bituminous mixture, g/cm3 2,632 -

3 Bulk density of bituminous mixture , g/cm3 2,545 -

4 Void content of the specimens, %v/v 3,3 2 - 4

5 Voids filled with bitumen, % v/v 84,7 -

6 Resistance to permanent deformation (method B in air, 60°C, 10000 cycles)

0,04

5,6

WTSAIR0,30

PRDAIR5,0

7 Average ruth depth at 60 °C, 50 mm, 10 000 cycles% (mm/mm)

9,2 -

8 Water sensitivity by the indirect tensile strength ratio ITSR, % 92,6 ITSR90

1.2 PA 11 50/70

Table 4 Composition of both mineral mix and bitumin ous mixture Lp.

No Components Mineral mix, % m/m

Bituminous mixture, % m/m

1

2

3

4

Melaphyre 8/12 [mm]

Filler

Binder 50/70

Viatop Premium

95,0

5,0

-

-

90,3

4,8

4,5

0,4

5 Wetfix BE - 0,2*

Total 100,0 100,0

* proportion by weight of asphalt



Table 5 Mineral mix grading Grading limits according to PN-EN

13108-7 sieve #,

mm Passing sieve %

Lower Upper

38 100,0 100,0 100,0

31,5 100,0 100,0 100,0

22,4 100,0 100,0 100,0

16,0 100 90 100,0

11,2 79,5 70 85,0

8,0 13,9 - -

5,6 6,5 - -

2,0 6,5 5,0 10,0

0,063 4,7 3,0 5,0

Table 6 Properties of PA11 50/70, binder content Am =4,5% by mass

No Property Value

Requirement



3 Bulk density of bituminous mixture, g/cm3 1,782 -

4 Void content of the specimens, %v/v 29,5 Vmin24,0 Vmax32,0

5 The voids filled with bitumen, %v/v 17,8 -

After realization of porous layer of PA11 predicted: filling of voids by cement mortar, covering by cure agent and finally roughening by quartz sand.



1.3 AC 16 W 35/50

Table 7 Composition of both aggregate mix and bitum inous mixture

No. Components Aggregate mix, % m/m Bituminous mixture, % m/m

1

2

3

4

5

6

Dolomite 12,5/25 [mm]

Dolomite 8/12 [mm]

Dolomite 2/8 [mm]

Crushed sand 0/2 [mm]

Filler

Binder35/50

15,0

30,0

22,0

30,0

3,0

-

14,4

28,7

21,1

28,6

2,9

4,3

Total 100,0 100,0

Table 8 Mineral mix grading

Grading limits according to WT DiL-2008 for AC 16 W Sieve #,

mm

Passing sieve

(%) Lower Upper

38 100,0 100,0 100,0

31,5 100,0 100,0 100,0

22,4 99,5 100,0 100,0

16,0 92,1 90 100,0

11,2 76,5 65 80,0

8,0 54,9 - -

2,0 28,7 25,0 30,0

0,125 6,9 5,0 10,0

0,063 5,4 3,0 7,0



Table 9 Properties of AC16 W 35/50, binder content Am=4,3 % m/m No Property Value Requirements





5 Voids filled with bitumen, % v/v 70,5 74 - 90*)

6 Marshall stability at 60˚C, kN 17,4 -

7 Marshall flow, mm 2,9 -

8 Stiffness, 10°C, 10Hz, MPa 19435 Smin9000

9 Resistance to fatigue ε6, 10°C 10 Hz, µmm/mm 116 ε6-115

10 Resistance to permanent deformation (method B in air, 60°C, 10000 cycles)

0,03

1,02

WTSAIR0,10

PRDAIR3,0

11 Water sensitivity by the indirect tensile strength ratio ITSR, %

90,2 ITSR80

1.4 Mixture composition of HMAC 16 20/30

Table 10 Composition of both aggregate mix and bitu minous mixture

No Components Aggregate mix,

% m/m Bituminous mixture, %

m/m

1

2

3

4

5

Limestone 8/16 [mm]

Limestone 4/8 [mm]

Limestone 0/5,6 [mm]

Filler

Binder 20/30

35,0

10,0

50,0

5,0

-

33,07

9,45

47,25

4,73

5,5

Total 100,0 100,0



Table 11 Aggregate mix grading Grading limits Sieve #,

mm

Fractional composition

Sieve retain

(%)

Passing sieve Lower Upper

22,4 - - 100,0 100

16 - 3,1 96,9 90 100

11,2 21,6 75,3 70 85

8 - 10,6 64,7 - -

5,6 - 9,7 55,0 - -

2 61,3 16,3 38,7 35 45

0,5 - 17,9 20,9 - -

0,125 - 11,1 9,8 7 17

0,063 32,5 3,6 6,2 5 9

< 0,063 6,2 6,2 - - -

100 100,0

Table 12 Tested properties of HMAC16 20/30, binder content Am=5,5 % m/m No. Property Result Requirements





5 Voids filled with bitumen, % v/v 77,4 74 - 90*)

6 Marshall stability at 60˚C, kN 19,5 -

7 Resistance to permanent deformation (method B in air, 60°C, 10000 cycles

0,08

2,7

WTSAIR0,10

PRDAIR3,0

8 Average ruth depth (60 °C, 100 mm, 30 000 cycles % (mm/mm) 3,6 ≤≤≤≤ 5,0

9 Stiffness, 10°C, 10Hz, MPa 16312 Smin14000

10 Resistance to fatigue ε6, 10°C, 10 Hz, µmm/mm 180 ε6-130

11 Water sensitivity by the indirect tensile strength ratioITSR, % 91,8 ITSR80



1.5 AP AF (antifatigue mix)

Table 13 Composition of both aggregate mix and bitu minous mixture

No. Components Aggregate mix,%

m/m Bituminous mixture,

% m/m

1

2

3

4

5

Natural sand 0/2

Crushed limestone sand 0/2

Filler

PmB binder ORBITON 80C

TOFIC

32,0

58,5

9,5

-

-

29,5

54,0

8,8

7,4

0,3

6

7

Wetfix BE

Sasobit

-

-

0,2*

3,0*

Total 100,0 100,0

* proportion by weight of asphalt

Table 14 Aggregate mix grading Grading limits according to

PN-S-96025 for AP Sieve #,

mm

Passing sieve

(%) Lower Upper

6,3 100,0 100,0 100,0

4,0 99,6 100,0 100,0

2,0 90,1 80,0 100,0

0,85 66,7 55,0 100,0

0,42 37,1 35,0 75,0

0,30 27,2 26,0 65,0

0,18 20,8 15,0 50,0

0,15 18,6 12,0 45,0

< 0,075 13,3 5,0 20,0



Table 15 Properties of AP AF, binder content Am=7,4 % m/m No. Property Value Requirement




4 Void content of the specimens, %v/v 2,4 2 - 4

5 Voids filled with bitumen, % v/v 88,6 -

6 Marshall stability at 60˚C, kN 11,6 >5,5

7 Marshall flow at 60˚C, mm 3,6 2 - 4

8 Resistance to permanent deformation (method B in air, 60°C, 10000 cycles, WTSair (mm/mm/1000 cycles)

0,003 -

9 Resistance to permanent deformation (method B in air, 60°C, 10000 cycles, PRDair (%)

10,3 -

10 Average ruth depth (60 °C thickness 50 mm, 10 000 c ycles) % (mm/mm)

10,3 -

11 Stiffness, 10°C, 10Hz, MPa 10052 -

12 Resistance to fatigue ε6, 10°C, 10 Hz, µmm/mm 279 -



2 A2 Recommendations and requirements for HMAC (Pol and)

Chapter editor: W. Bańkowski

In this paragraph general recommendations and requirements for using high modulus asphalt concrete (HMAC) are presented. It was the base for preparation equivalent documents in other countries, which are presented in the appendixes.

2.1 Introduction

High modulus asphalt concrete (HMAC) is designed to be used as base course and/or binder course for medium and heavy traffic roads, airfields and other areas that would benefit from better resistance to rutting and fatigue compared to asphalt concrete (AC) ,e.g. low speed lanes, crossroads, bus lanes, etc. Better resistance to permanent deformations and fatigue cracking as well as high modulus are achieved by specific mix design and functional requirements. HMAC is characterised by relatively fine grading and high binder content, which leads to better resistance to fatigue. The usage of hard bitumen and/or polymer modified bitumen makes it possible to obtain superior resistance to permanent deformations at the same time. Higher modulus of asphalt layers reduces the stresses transmitted to the subbase and subgrade. The requirements presented below are given so that the performance of a HMAC mix could be evaluated in relation to fatigue, resistance to rutting and stiffness. This documents includes requirements for choice of materials and mix design of high modulus asphalt concrete, typical structures, input to pavement design. HMAC is designed according to fundamental approach defined in EN 13108-1.

2.2 Pavement structure

HMAC is designed for binder course and base course of flexible or semi-rigid pavements. It is recommended to use HMAC together with a thin wearing course with thickness less than 3,5cm made of SMA (EN-13108-5) or BBTM (EN 13108-2). HMAC should be used in base course and binder course (or only in binder course). The only exception to this rule is when HMAC base course is covered by two layers of porous asphalt.

2.3 Materials

Table 16 contains preferred choice of size of aggregates and types of binders. Table 2 and 3 presents requirements on the geometrical and physical properties of aggregates to be used in a HMAC mix. Performance requirement for the binders according to ASTM D6373-07e1 (PG – performance grading) was analysed for the purpose of the research project for General Directorate for National Roads and Motorways.

Table 16. Materials for HMAC

Upper sieve size, D 11 16 Aggregates requirements in table 2 and 3 below, according to PN-EN 13043

Binders 20/30 (according to PN-EN 12591)

15/25, 10/20 (according to PN-EN 13924*) PMB 10/40‐65, PMB 10/40‐75 (according PN-EN 14023*)

* - national documents will be available soon



Table 17. Requirements for coarse aggregate

Requirement Reference clause in PN-EN

13043

Property KR3÷4 KR5÷6

4.1.3 Grading according to EN 933-1, category at least:

GC90/20 GC90/20

4.1.3.1 Grading tolerances; deviations not higher than according to the category:

G20/15 G20/15

4.1.4 Fines content according to PN-EN 933-1; category not higher than:

f2

4.1.6 Shape of coarse aggregate according to EN 933-3 or PN+EN 933-4; category not higher than:

SI40 (FI40) SI30 (FI30)

4.1.7 Percentage of crushed Or broken and totally rounded particles according to EN 933-5; category at least:

C90/1 C90/1

4.2.2 Resistance to fragmentation of coarse aggregate according to PN-EN 1097-2, part 5; category not higher than:

LA40 LA40

4.2.7.1 Particle density according to PN-EN 1097-6, part. 7, 8 or 9

declared

4.2.8 Bulk density according to PN-EN 1097-3

declared

4.2.9.1 Water absorption according to PN-EN 1097-6, Annex B; category not higher than:

Wcm0,5a

4.2.9.2 Resistance to freezing according to PN-EN 1367-1, category not higher than:

F4

4.2.12 „Sonnenbrand” of basalt according to PN-EN 1367-3

SBLA

4.3.2 Chemical compositions - Simple petrographic descriptions according to PN-EN 932-3

declared

4.3.3 Coarse lightweight contaminators, according to PN-EN 1744-1 p. 14.2; category not higher than:

mLPC0,1

4.3.4.1 Dicalcium silicate disintegration of air-cooled blast furnace slag according to PN-EN 1744-1 p.19.1

Resistance required

4.3.4.2 Iron disintegration of air-cooled blast furnace slag according to PN-EN 1744-1 p.19.2

Resistance required

4.3.4.3 Volume stability of steel slag aggregate according to PN-EN 1744-1p.19.3; category not higher than:

V6,5



Table 18 Physical requirements for aggregates

Requirements (traffic category)

Reference clause in PN-

EN 13043

Property

KR3÷4 KR5÷6

4.1.3 Grading according to PN-EN 933-1; category at least: GF85 i GA85

4.1.3.2 Grading tolerances; deviations not higher than according to the category:

GTC20 GTC20

4.1.4 Fines content according to PN-EN 933-1, category not higher than:: f16

4.1.5 Fined quality according to PN-EN 933-9; category not higher than: MBF10

4.1.8 Angularity of fine aggregate according PN-EN 933-6, part 8; category at least:

Ecs30 Ecs30

4.2.7.1 Particle density according to PN-EN 1097-6, part. 7, 8 or 9: Declared by producer

4.3.3 Coarse lightweight contaminors, according to PN-EN 1744-1 p. 14.2; category not higher than:

mLPC0,1

Table 19 Mineral filler

Reference clause in PN-

EN 13043

Property Requirements

5.2.1 Grading according to PN-EN 933-10: According to table 24

5.2.2 Fines quality according to PN-EN 933-9; category not higher than:: MBF10

5.3.1 Water content PN-EN 1097-5, not higher than: 1

5.3.2 Particle density according to PN-EN 1097-7 Declared by producer

5.3.3.1 Voids of dry compacted filler according to PN-EN 1097-4:required category: V28/45

5.3.3.2 „Delta ring and ball” of filler aggregate for bituminous mixes according to PN-EN 13179-1; required category:

∆R&B8/25

5.4.1 Water solubility according to PN-EN 1744-1, category not higher than:: WS10

5.4.3 Calcium carbonate content of limestone filler aggregate according to PN-EN 196-21; category at least :

CC70

5.4.4 Calcium hydroxide content of mixed filler; category: Ka10, Ka Declared

5.5.2 "Bitumen number" according to PN-EN 13179-2 BNDeclared



Table 20 Filler grading

Passing, % (m/m) Sieve size # mm General range for the results Maximum range of grading

declared by the producer a 2

0,125 0,063

100 85 - 100 70 - 100

- 10 10

a Declared on the basis of last 20 results. 90% of results should be in this range, but all results should be in general range defined in previous column.

2.4 Mix design

High modulus asphalt concrete is designed according to the approach specified in EN 13108-1, where performance-based requirements linked to limited prescription of composition and constituent materials, offer a great degree of freedom in the mix design process.

2.4.1 Grading and binder content

Grading and binder content requirements for HMAC are given in the table 76.

Table 21 Grading and binder content requirements

Sieve size #, mm

Passing, %: HMAC 11 HMAC 16

22,4 100 100

16 100 90 - 100

11,2 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9

Binder content1 Bmin4,8 Bmin4,8

1 The minimum binder content (Bmin) is specified for mean particle density of the aggregate equal to 2,650 Mg/m3. For different densities minimum binder content should be multiplied by factor α given in the equation: α = 2,650/ρd

where ρd is the mean particle density of the aggregate, in megagrams per cubic metre (Mg/m3), determined according to EN 1097-6.



2.4.2 Properties of HMAC

Requirements for HMAC are given in the table 22.

Table 22 Requirements for HMAC

Mix size Property

Compaction according to EN 13108-20

Method and test conditions HMAC 11 HMAC 16

Void content C.1.3, impact compaction, 2 × 75 blows

PN-EN 12697-8, p. 4 Vmin2,0 Vmax4

Vmin2,0 Vmax4

Water sensitivity C.1.1, impact compaction, 2 × 25 blows.

PN-EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80

Resistance to permanent deformation,

C.1.20, Slab Compactor, P98-P100

PN-EN 12697-22, method B in air, PN-EN 13108-20, D.1.6, 60 °C, 10 000 cycles

WTSAIR0,10 PRDAIR3,0


Stiffness C.1.20, Slab Compactor, P98-P100

PN-EN 12697-26, 4PB-PR, temperature 10ºC, frequency 10Hz*

Smin14000 Smin14000

Resistance to fatigue, category at least:


PN-EN 12697-24, 4PB-PR, temperature 10ºC, frequency 10Hz

ε6-130 ε6-130

* testing conditions compatible with pavement design methods used in Poland, temperature 10 ºC is equivalent temperature for fatigue



2.5 Typical structures

Wearing course – thickness less than 3,5 cm (recommended 2,5 cm), mix type: SMA or BBTM. It is recommended to use polymer modified binders and fibres preventing binder drainage.

Binder course – HMAC with a thickness depending on the specific project .

Traditional AC should not be laid on HMAC binder course, because water penetrating the AC layer may be trapped between the AC layer and the impermeable HMAC layer. It can lead to blisters caused by evaporation of water trapped in voids between the layers.

Asphalt base course – HMAC with a thickness according to the specific project..

Base course – different types could be used.

Proper compaction of unbounded layers is very important to mitigate premature cracking.

It is recommended to use cement stabilized layers, but prevention techniques against reflective cracking should be used. For example precracking joints – frequency of 2-3 meters.

Subsoil

Well compacted:

• compaction factor Is ≥ 1,03

• secondary modulus E2 ≥ 120 MPa.

Upper layer with thickness of 10cm should be made of:

• cement stabilized soil (or aggregates) Rm = 2,5 MPa or

• mechanical stabilization with CBR ≥ 40 %.

Higher parameters of the upper layer can’t be used in mechanical pavement design.



Layers identification:

Table 23 Typical structures with HMAC layers for 20 years. Type A



Table 24 Typical structures with HMAC layers for 20 years. Type C

Table 25 Typical structures with HMAC layers for 20 years. Type E



Table 26 Typical structures with HMAC layers for 20 years. Type F



2.6 Interlayer bonding

Proper interlayer bonding is very important factor, influencing fatigue life of the pavement. It can be tested according to Leutner shear test. Shear strength of an interlayer bonding between asphalt layers should be at least 1,3 MPa. Table 27 presents recommended amount of residual binder to form a adhesive bond between different layers.

Table 27 Recommended amount of residual binder

Asphalt layer Base for asphalt layer Amount of residual binder kg/m2

Granular base (breakstone) 0,7 ÷ 1,0

Mechanical stabilization 0,5 ÷ 0,7

Lean concrete or soil cement 0,3 ÷ 0,5 1) + 0,7 ÷ 1,0 2)

Asphalt base course (AC or HMAC)

Asphalt layer with rough surface 0,2 ÷ 0,5

Asphalt binder course (AC or HMAC)

Asphalt base course 0,3 ÷ 0,5

Asphalt wearing course (SMA) Asphalt binder course 0,1 ÷ 0,3 3)

Asphalt wearing course (BBTM)

Asphalt binder course 0,4 ÷ 0,8 4)

1 recommended inactive emulsion (not acidic) o pH > 3,5 2 recommended polymer modified emulsion, spread with chippings 2/5 mm in order to achieve better bonding and reducing a risk of reflective cracking 3 recommended polymer modified emulsion, an amount of emulsions should be chosen taking state of lower layer into consideration. 4 using of thin asphalt layer requires comparatively plentiful amount of sprayed asphalt under layer with air voids content higher than in SMA

It is recommended to use rapid setting emulsions with 70/100 or harder asphalt binder, or polymer modified emulsions.



3 A2 Recommendations and requirements for HMAC (Bul garia)

3.1 Introduction

High modulus asphalt concrete (HMAC) is designed to be used as base course and/or binder course for medium and heavy traffic roads, airfields and other areas that would benefit from better resistance to rutting and fatigue compared to asphalt concrete (AC), e.g. low speed lanes, crossroads, bus lanes, etc. Better resistance to permanent deformations and fatigue cracking as well as high modulus are achieved by specific mix design and functional requirements. HMAC is characterised by relatively fine grading and high binder content, which leads to better resistance to fatigue. The usage of hard bitumen and/or polymer modified bitumen makes it possible to obtain superior resistance to permanent deformations at the same time. Higher modulus of asphalt layers reduces the stresses transmitted to the subbase and subgrade. The requirements presented below are given so that the performance of a HMAC mix could be evaluated in relation to fatigue, resistance to rutting and stiffness.

This documents includes requirements for choice of materials and mix design of high modulus asphalt concrete, typical structures, input to pavement design. HMAC is designed according to fundamental approach defined in EN 13108-1.



3.3 Materials

Table 1 contains preferred choice of size of aggregates and types of binders. As far as binders are concerned it is also recommended to take into account the performance grading (PG) requirements for the binders according to ASTM D6373 - 07e1. The PG requirements have been estimated based on historical climate data and are presented in 1.7.

Table 43-44 present requirements on the geometrical and physical properties of aggregates to be used in HMAC mix.




Upper sieve size, D 11 16 Aggregates requirements in table 2 and 3 below, according to БДС EN 13043

Binders

20/30 (according to БДС EN 12591)

15/25, 10/20 (according to БДС EN 13924)

PMB 10/40‐65, PMB 10/40‐75 (according БДС EN 14023)


REQUIREMENTS CHARACTERISTICS Units Test method

Base

course

Binder course

Wearing course

1. Flakiness index %(m/m) БДС EN933-4

≤ 40

≤ 40

≤ 15, SMA

≤ 20, Type A

≤ 30, Type B1

2. Content of grains with a size under 0,063 mm

%(m/m) БДС EN933-1 ≤ 5 ≤ 3 ≤ 1,5, SMA

≤ 2, Type A,B

3. Soundness

-after 3 cycles MgSO4 treating;

- after 5 cycles MgSO4 treating

%(m/m)

БДСEN1367-2

≤ 10

-

-

≤ 10

-

≤ 10

4.Resistance to fragmentation (Loss Angeles Method)

%(m/m) БДС EN1097-2

≤ 40

≤ 35

≤ 25

5. Accelerated polishing index

- БДС EN1097-8

- - ≥ 50( for heavy and very heavy

traffic category)

6. Absorption %(m/m) БДС EN1097-6

≤2 ≤2 ≤2

7. Bitumen/aggregate adhesion

% БДС EN12697-11

- - ≥ 50

The filler has to comply with the requirements БДС EN 13043. Geometrical requirements for the filler are given in table 5.



Table 30 Geometrical requirements for the filler

Sieve size, mm Minimum passing, %

2,0 100

0,125 85-100

0,063 75-100

3.4 Mix design

High modulus asphalt concrete is designed according to the approach specified in EN 13108-1, where performance-based requirements linked to limited prescription of composition and constituent materials, offer a great degree of freedom in the mix design process. Analysis of climate data has been done in order to estimate equivalent temperature for fatigue and stiffness tests (see 1.8).




Sieve size #, mm


22,4 100 100

16 100 90 - 100

11,2 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9


2 The minimum binder content (Bmin) is specified for mean particle density of the aggregate equal to 2,650 Mg/m3. For different densities minimum binder content should be multiplied by factor α given in the equation:

α = 2,650/ρd







Mix size Property




БДС EN 12697-8, p. 4 Vmin2,0 Vmax4

Vmin2,0 Vmax4


БДС EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80

Resistance to permanent deformation*


БДС EN 12697-22, method B in air, БДС EN 13108-20, D.1.6, 60 °C, 10 000 cycles



Stiffness* C.1.20, Slab Compactor, P98-P100

БДС EN 12697-26, 4PB-PR, temperature 20ºC, frequency 10Hz

Smin7000 Smin7000

Resistance to fatigue*, category at least:


БДС EN 12697-24, 4PB-PR, temperature 20ºC, frequency 10Hz

ε6-190 ε6-190

* These requirements should be verified after implementation of test methods according to EN 12697 standards




Wearing course – thickness less than 3,5 cm (recommended 2,5 cm), mix type: SMA or BBTM. It is recommended to use polymer modified binders and fibers preventing binder drainage.







Subsoil

Well compacted:


• CBR ≥ 30%
























8,17)10441,210085,11048,21()8,17(

4,242289,000618,038253

(max)(max)

2(max)(max)

−⋅−⋅+⋅⋅−⋅+=

++−=−−− dddTT

TT

sd

as φφ

3.7 Analysis of climate data in terms of PG gradin g system

3.7.1 Introduction

According to SUPERPAVE asphalt binder is characterised by performance grade PG x-y. Parameters x,y are defined below:

• x is maximum temperature of pavement Tmax,

• y is minimum temperature of pavement Tmin. Performance grade of a binder are estimated on the basis of laboratory tests conducted of a binder in various states:

• original (without aging)

• after RTFOT aging (simulation of aging during production and paving)

• after RTFOT+PAV (simulation of aging after 10 years of exploitation). There are three types of failure that are taken into account, when criteria for choice of binder are being established:

• permanent deformations – rutting,

• fatigue

• resistance to low temperature cracking. Value of Tmax (x), which characterises resistance to rutting according to SHRP, is taken as lower value of T1 from:

• for original binder, T1 is defined as temperature where G*/sinδ = 1 kPa,

• for binder after RTFOT, T1 is defined as temperature where G*/sinδ = 2,2 kPa, Parameter G*/sinδ is called rutting parameter and it is derived in DSR test (Dynamic Shear Rheometer).

Value of Tmin (y), which characterises resistance to low temperature cracking according to SHRP, is taken as higher value of T3 from:

• for binder after RTFOT and PAV, T3 is defined as temperature, where S = 300 MPa

• for binder after RTFOT and PAV, T3 is defined as temperature, where m = 0,3. Parameters S and M are estimated in BBR test (Bending Beam Rheometer).

The values of x and y are changing every 6˚C.

PG of binder should be appropriate for given area in terms of temperatures during exploitation. Value of X should be higher than maximum 7-day temperature of the pavement, and value of X should be lower than minimum temperature of the pavement. These temperatures are estimated on the basis of long term climate date with the probability of 95% or 98%.

Resistance to fatigue is achieved by criterion of Tintermediate, which is DSR test temperature chosen on the basis of Tmax and Tmin according to AASHTO MP 1. Requirement is as follows: G*sin δ<5.0 MPa.

Minimum and maximum temperatures are estimated on the basis of analysis of climate date with use of the following equations:



where:

Ts(max) – maximum temperature of the surface, ˚C,

Ta(max) – maximum seven day temperature, ˚C,

φ – latitude, ˚,

Td(max) – maximum temperature of the pavement at depth d, ˚C,

d – depth, mm.

where:

Ts(min) – minimum temperature of the surface, ˚C,

Ta(min) – minimum air temperature, ˚C,

Td(min) – minimum temperature of the pavement at depth d, ˚C,

d – depth, mm.

3.7.2 Analysis

Analysis has been done with use of climate data for three locations in Bulgaria: Sofia, Varna and Murgash. It covers different asphalt layers (wearing course, binder course and base course) and different pavement thickness due to traffic category. It was assumed that total thickness of asphalt layers is:

• 14 cm for low traffic category, flexible structure,

• 20 cm for medium traffic category, flexible structure,

• 27 cm for heavy traffic category, flexible structure.

Temperatures were calculated in the middle of given layer, therefore there are different depths of calculations (d1, d2, d3, d4, d5).

Specific loading conditions can be taken into account by increasing upper PG limit (parameter X) in the fallowing ways:

• Static loading – increase of two grades (12˚C), i.e. 58+2x6=70

• ESALS (80kN) >3x107 - increase of one grade (6˚C), i.e. 58+6=64

• Slow traffic – increase of one grade (6˚C), i.e. 58+6=64

• Slow and heavy traffic - increase of two grades, (12˚C) i.e. 58+2x6=70.

The requirements in terms of PG are minimum values, which means that binders may have as well higher X values as lower Y values.

252(min)(min)

(min)(min)

103,6101,5

7,1859,0

ddTT

TT

sd

as

⋅⋅−⋅+=

+⋅=−−



Table 34 Evaluation of PG for base course (low tra ffic)

Location Max7day MinAir φ Ts(max) Ts(min) d1 Td(max) Td(min) PG(x-y)

Varna 34,8 -16,2 43,2 57,5 -12,2 110,0 44,4 -11,9 46-16

Sofia 36,4 -18,7 42,7 59,3 -14,4 110,0 45,9 -14,0 46-16

Bul

garia

Murgash 26,3 -26,3 43,0 49,1 -20,9 110,0 37,5 -20,6 46-28

Table 35 Evaluation of PG for base course (medium traffic)


Varna 34,8 -16,2 43,2 57,5 -12,2 150,0 41,7 -12,1 46-16

Sofia 36,4 -18,7 42,7 59,3 -14,4 150,0 43,1 -14,3 46-16

Bul

garia

Murgash 26,3 -26,3 43,0 49,1 -20,9 150,0 35,1 -20,8 40-22

Table 36 Evaluation of PG for binder course (heavy traffic)


Varna 34,8 -16,2 43,2 57,5 -12,2 90,0 46,0 -11,8 52-16

Sofia 36,4 -18,7 42,7 59,3 -14,4 90,0 47,5 -14,0 52-16

Bul

garia

Murgash 26,3 -26,3 43,0 49,1 -20,9 90,0 38,9 -20,5 40-22

Table 37 Evaluation of PG for base course (heavy t raffic)


Varna 34,8 -16,2 43,2 57,5 -12,2 195,0 38,6 -12,7 42-16

Sofia 36,4 -18,7 42,7 59,3 -14,4 195,0 39,9 -14,8 42-16

Bul

garia

Murgash 26,3 -26,3 43,0 49,1 -20,9 195,0 32,3 -21,3 40-22



Table 38 Evaluation of PG for wearing course


Varna 34,8 -16,2 43,2 57,5 -12,2 20,0 54,1 -12,0 58-16

Sofia 36,4 -18,7 42,7 59,3 -14,4 20,0 55,8 -14,2 58-16

Bul

garia

Murgash 26,3 -26,3 43,0 49,1 -20,9 20,0 46,1 -20,7 52-22

3.8 Evaluation of effective temperature

Effective temperature (Teff) is defined as equivalent single fatigue test temperature, where fatigue damage is equal to the sum of fatigue damages at different seasonal temperatures. This temperature can be used as single temperature for pavement design instead of calculations at different seasons (i.e. winter, summer, spring and autumn). It should be also used as temperature for stiffness and fatigue tests, because these results are used in mechanical pavement design.

Preparation of methodology for estimation of Teff is expensive and time-consuming task. It requires wide analysis of climate data, laboratory tests, accelerated field tests and long term observations. This was one of the task of Strategic Higway Research Program (SHRP) in USA. The method has been developed on the basis of observations of test sections that belong to Long-Term Pavement Performance research project. According to that method Teff

is calculated with use of the following equation:

Teff = 0,8*(MAPT)-2,7

where:

Teff – effective temperature , °C,

MAPT – mean annual pavement temperature at the 1/3 depth of asphalt layers, ˚F

Mean annual pavement temperature is calculated for a given depth with the following formula:

where::

Z – depth in asphalt layer, where Teff is calculated, inches,

MAAT – mean annual air temperature, °F,

MAPT – mean annual pavement temperature at depth Z, °F.

Analysis has been done with use of climate data for three locations in Bulgaria: Sofia, Varna and Murgash. Calculations were done for two different thickness of asphalt layer ha, that represents low and heavy traffic roads. The results of calculations are shown in the table 39.

64

34

4

11 +

+−

++⋅=

ZZMAATMAPT



The results indicates that effective temperature should be around 10-12˚C. Since pavement design procedure in Bulgaria uses design temperature of 20˚C, this temperature is proposed for fatigue and stiffness tests. Results of analysis above can be used in further verification of design practices and preparation of national documents for European standards.

Table 39 Evaluation of effective temperature T eff

MAAT ha MAAT Z MAPT MAPT Teff Location

˚C cm ˚F inches ˚F ˚C ˚C

12,8 14,0 55,0 1,8 64,6 18,1 11,8 Sofia

12,8 27,0 55,0 3,5 63,8 17,7 11,4

10,8 14,0 51,4 1,8 60,4 15,8 9,9 Varna

10,8 27,0 51,4 3,5 59,8 15,4 9,6

4,3 14,0 39,7 1,8 46,7 8,2 3,8

Bul

garia

Murgash

4,3 27,0 39,7 3,5 46,5 8,1 3,7



4 A3 Recommendations and requirements for HMAC (Cro atia)

4.1 Introduction


This documents includes requirements for choice of materials and mix design of high modulus asphalt concrete. HMAC is designed according to fundamental approach defined in EN 13108-1.



4.3 Materials


Tables 41-42 presents classes, technical characteristics, test methods and specifications for polymer modified bitumen and hard paving grade bitumen.

Tables 43-45 presents requirements on the geometrical and physical properties of aggregates to be used in a HMAC mix.




Upper sieve size, D 11 16

Aggregates requirements in table 2 and 3 below, according to HRN EN 13043

Binders

20/30 (according to HRN EN 12591)

15/25, 10/20 (according to HRN EN 13924)

PMB 10/40‐65 (according HRN EN 14023)

Table 41. Classes, technical characteristics, test methods and specifications for polymer modified bitumen

HRN EN 14023 Specifications

PMB 10/40-65 Clause Technical characteristics Test method

Class Requirement

5.1.2 Penetration at 25°C, 0,1 mm HRN EN 1426 2 10 - 40

5.1.3 Softening point °C HRN EN 1427 5 ≥ 65

5.1.4 Force ductility, J/cm2 HRN EN 13703 and HRN EN 13589 6 ≥ 2 (10°C)

5.1.7 Flash point, °C HRN EN ISO 2592 2 ≥ 250

Resistance to hardening (HRN EN 12607-1)

Change of mass, %(m/m) HRN EN 12607-1 3 ≤ 0,5

Retained penetration, % HRN EN 1426 6 ≥ 55 5.1.5

Increase in softening point, °C HRN EN 1427 1 TBR (a)

Other characteristics

Fraass breaking point, °C HRN EN 12593 3 ≤ -5

Elastic recovery at 25 °C, % HRN EN 13398 5 ≥ 50

∆ RB, °C HRN EN 13399 and HRN EN 1427 2 ≤ 5 Storage stability

∆ Pen, °C HRN EN 13399 and HRN EN 1426 1 TBR (a) Resistance to hardening (HRN EN 12607-1)

Drop in softening point, °C HRN EN 1427 1 TBR (a)

Table 2

Elastic recovery at 25 °C, % HRN EN 13398 4 ≥ 50 (a) „TBR-To be reported”- to be determined and declared



Table 42. Classes, technical characteristics, test methods and specifications for hard paving grade bitumen

HRN EN 13924 Specifications

10/20 15/25 Clause Technical characteristics Test method

Class Requirement Class Requirement

5.1.2 Penetration at 25°C, 1 mm HRN EN 1426 3 10 - 20 2 15 - 25

5.1.3 Softening point, °C HRN EN 1427 3 58 - 78 2 55 - 71

Resistance to hardening at 163 °C(HRN EN 12607-1)

Change of mass, %(m/m) HRN EN 12607-1 2 ≤ 0,5 2 ≤ 0,5

Retained penetration, % HRN EN 1426 2 ≥ 55 2 ≥ 55

Softening point after hardening, °C HRN EN 1427 0 NPD 0 NPD

5.1.4

Increase in softening point, °C HRN EN 1427 2 ≤ 8 2 ≤ 8

Flash point, °C HRN EN ISO 2592 3 ≥ 245 3 ≥ 245

Fraass breaking point, °C HRN EN 12593 6 ≤ +3 2 ≤ 0

Kinematic viscosity at 135 °C, mm 2/s HRN EN 12595 1 TBR 1 TBR

Solubility, %(m/m) HRN EN 12592 2 ≥ 99,0 2 ≥ 99,0

5.1.6

Density at 25°C, Mg/m 3 HRN EN 15326 TBR TBR

Table 43. Geometrical requirements for aggregates

Base and Binder course Surface course

HRN EN 13043 Test methods 0/4 4/8, 8/16, 16/22,

16/32, 22/32 0/2 2/4, 4/8, 8/11, 11/16

HRN EN 933-1 GA90 GC90/15 GF85 GC90/15

HRN EN 933-1 - G20/15(a) - G20/15

(b) Grading

HRN EN 933-1 GTC10 - GTC10 -

Fines content HRN EN 933-1 f10 f1 ≤f3(c), f10 f2

(d), f1

Shape index HRN EN 933-4 - SI20 - SI15 (f), SI20

Percentage of crushed and broken surface in coarse aggregate HRN EN 933-5 - C100/0 - C100/0

Angularity of fine aggregate HRN EN 933-6 ECS35 - ECS35 -

(a) 4/8, 8/16 and 16/32 only

(b) 4/8 only

(c) SMA and PA (d)

2/4 only (e)

SMA and PA (f)

SMA and PA




Base and Binder course HRN EN 13043 Test methods

0/4 4/8, 8/16

Resistance to fragmentation of coarse aggregate

HRN EN 1097-2 (LA25) LA25

Resistance to polishing of coarse aggregate HRN EN 1097-8 - ≥ PSVNR

Water absorption HRN EN 1097-6 W242

Resistance for freezing and thawing

HRN EN 1367-2 MS25

Affinity of coarse aggregate to bituminous binders

HRN EN 12697-11 method B 85%

«Sonnenbrand» bazalt HRN EN 1367-3 i HRN EN 1097-

2 -

Table 45 Technical properties of added filler

HRN EN 13043

Clause Technical characteristics Test method Specifications

Sieve openings (mm)

Percent passing (m/m)

2 100 0,125 85 do 100

5.2.1 Grading of fillers (air jet sieving) HRN EN 933-10

0,063 70 do 100

5.2.2 Methylene blue test HRN EN 933-9 MBF10

5.3.1 Water content by drying in a ventilated oven HRN EN 1097-5 < 1 % (m/m)

5.3.2 Particle density of filler Pyknometer method HRN EN 1097-7 TBR

5.3.3.1 Voids of dry compacted filler HRN EN 1097-4 V28/38, V38/45

5.3.3.2 Change of softening point, (∆ RB) HRN EN 13179-1 ∆R&B8/16

5.4.1 Water solubility HRN EN 1744-1,

Clause 16 WS10

5.4.2 Water susceptibility HRN EN 1744-4 TBR

5.4.3 Calcium carbonate content of limestone filler aggregate

HRN EN 196-21 CC90

5.5.2 (a) Bitumen number of added filler HRN EN 13179-2 TBR (BNNR)

5.5.4 (a) Particle density of added filler HRN EN 1097-7 The producer's declared range shall be not greater than 0,2Mg/m³

(a) It serves for the purpose of evaluation of filer production uniformity.



4.4 Mix design


4.5 Grading and binder content



Sieve size #, mm


22,4 100 100

16 100 90 - 100

11,2 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9


4.6 Properties of HMAC



α = 2,650/ρd





Mix size Property




HRN EN 12697-8, p. 4 Vmin2,0 Vmax4

Vmin2,0 Vmax4


HRN EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80



HRN EN 12697-22, method B in air, HRN EN 13108-20, D.1.6, 60 °C, 10 000 cycles




HRN EN 12697-26, 4PB-PR, temperature 10ºC, frequency 10Hz

Smin14000 Smin14000



HRN EN 12697-24, 4PB-PR, temperature 10ºC, frequency 10Hz

ε6-130 ε6-130





Binder course – HMAC with a thickness of 6 to 10 cm depending on the specific project .






Subsoil

Well compacted:


























8,17)10441,210085,11048,21()8,17(

4,242289,000618,038253

(max)(max)

2(max)(max)

−⋅−⋅+⋅⋅−⋅+=

++−=−−− dddTT

TT

sd

as φφ

4.9 Analysis of climate data in terms of PG grading system

4.9.1 Introduction








• fatigue













where:





d – depth, mm.

where:




d – depth, mm.

4.9.2 Analysis

Analysis has been done with use of climate data for eight locations in Croatia: Plitvice, Gospic, Varazdin, Zagreb, Knin, Rijeka, Senj and Hvar. It covers different asphalt layers (wearing course, binder course and base course) and different pavement thickness due to traffic category. It was assumed that total thickness of asphalt layers is:

• 3,5 cm for low traffic category (less than 19 axles (100 kN) per day, flexible structure,

• 13 cm for medium traffic category (60-151 axles (100 kN) per day), , flexible structure,

• 10,5 cm for heavy traffic category (more than 465 axles (100 kN) per day), semi rigid structure.








252(min)(min)

(min)(min)

103,6101,5

7,1859,0

ddTT

TT

sd

as

⋅⋅−⋅+=

+⋅=−−




Location Max7day MaxAir MinAir φ, ˚ Ts(max) Ts(min) d1 Td (max) Td(min) PG(x-y)

Plitvice 28,8 37,8 -22,6 45,0 51,0 -17,7 57,5 43,3 -17,3 46-22

Gospic 26,6 36,8 -27,6 44,5 48,9 -22,0 57,5 41,5 -21,6 46-22

Varazdin 29,0 38,7 -22,7 46,3 50,8 -17,8 57,5 43,1 -17,4 46-22

Zagreb 29,0 38,5 -18,1 45,8 50,9 -13,8 57,5 43,3 -13,5 46-16

Knin 30,8 41,4 -13,5 44,0 53,3 -9,9 57,5 45,4 -9,5 46-10

Rijeka 31,0 40,0 -7,1 45,3 53,1 -4,4 57,5 45,2 -4,0 46-10

Senj 32,2 38,1 -8,9 45,0 54,4 -5,9 57,5 46,3 -5,6 52-10

Cro

atia

Hvar 32,1 37,5 -3,6 43,0 54,9 -1,4 57,5 46,8 -1,0 52-4



Plitvice 28,8 37,8 -22,6 45,0 51,0 -17,7 82,5 41,0 -17,3 46-22

Gospic 26,6 36,8 -27,6 44,5 48,9 -22,0 82,5 39,3 -21,6 40-22

Varazdin 29,0 38,7 -22,7 46,3 50,8 -17,8 82,5 40,8 -17,4 46-22

Zagreb 29,0 38,5 -18,1 45,8 50,9 -13,8 82,5 41,0 -13,5 46-16

Knin 30,8 41,4 -13,5 44,0 53,3 -9,9 82,5 43,0 -9,5 46-10

Rijeka 31,0 40,0 -7,1 45,3 53,1 -4,4 82,5 42,8 -4,0 46-4

Senj 32,2 38,1 -8,9 45,0 54,4 -5,9 82,5 44,0 -5,5 52-10

Cro

atia

Hvar 32,1 37,5 -3,6 43,0 54,9 -1,4 82,5 44,4 -1,0 52-4



Plitvice 28,8 37,8 -22,6 45,0 51,0 -17,7 75,0 41,7 -17,3 40-22

Gospic 26,6 36,8 -27,6 44,5 48,9 -22,0 75,0 39,9 -21,6 40-22

Varazdin 29,0 38,7 -22,7 46,3 50,8 -17,8 75,0 41,5 -17,4 40-22

Zagreb 29,0 38,5 -18,1 45,8 50,9 -13,8 75,0 41,6 -13,5 40-16

Knin 30,8 41,4 -13,5 44,0 53,3 -9,9 75,0 43,7 -9,5 46-10

Rijeka 31,0 40,0 -7,1 45,3 53,1 -4,4 75,0 43,5 -4,0 46-4

Senj 32,2 38,1 -8,9 45,0 54,4 -5,9 75,0 44,6 -5,5 46-10

Cro

atia

Hvar 32,1 37,5 -3,6 43,0 54,9 -1,4 75,0 45,1 -1,0 46-4





Plitvice 28,8 37,8 -22,6 45,0 51,0 -17,7 155 36,2 -17,7 40-22

Gospic 26,6 36,8 -27,6 44,5 48,9 -22,0 155 34,6 -22,0 40-22

Varazdin 29,0 38,7 -22,7 46,3 50,8 -17,8 155 36,0 -17,8 40-22

Zagreb 29,0 38,5 -18,1 45,8 50,9 -13,8 155 36,2 -13,8 40-16

Knin 30,8 41,4 -13,5 44,0 53,3 -9,9 155 38,0 -9,9 46-10

Rijeka 31,0 40,0 -7,1 45,3 53,1 -4,4 155 37,9 -4,4 46-4

Senj 32,2 38,1 -8,9 45,0 54,4 -5,9 155 38,9 -5,9 46-10

Cro

atia

Hvar 32,1 37,5 -3,6 43,0 54,9 -1,4 155 39,3 -1,4 46-4



Plitvice 28,8 37,8 -22,6 45,0 51,0 -17,7 20 47,9 -17,5 52-22

Gospic 26,6 36,8 -27,6 44,5 48,9 -22,0 20 45,9 -21,8 52-22

Varazdin 29,0 38,7 -22,7 46,3 50,8 -17,8 20 47,6 -17,6 52-22

Zagreb 29,0 38,5 -18,1 45,8 50,9 -13,8 20 47,8 -13,7 52-16

Knin 30,8 41,4 -13,5 44,0 53,3 -9,9 20 50,1 -9,7 52-10

Rijeka 31,0 40,0 -7,1 45,3 53,1 -4,4 20 49,9 -4,2 52-10

Senj 32,2 38,1 -8,9 45,0 54,4 -5,9 20 51,1 -5,8 52-10

Cro

atia

Hvar 32,1 37,5 -3,6 43,0 54,9 -1,4 20 51,6 -1,2 52-4







Teff = 0,8*(MAPT)-2,7

where:




where:




Analysis has been done with use of climate data for eight locations in Croatia: Plitvice, Gospic, Varazdin, Zagreb, Knin, Rijeka, Senj and Hvar. Calculations were done for two different thickness of asphalt layer ha, that represents low and heavy traffic roads. The results of calculations are shown in the table 54.

64

34

4

11 +

+−

++⋅=

ZZMAATMAPT



Table 54. Evaluation of effective temperature T eff



9,1 8,0 48,4 1,0 57,2 14,0 8,5 Plitvice

9,1 20,0 48,4 2,6 56,6 13,6 8,2

9,5 8,0 49,1 1,0 58,1 14,5 8,9 Gospic

9,5 20,0 49,1 2,6 57,4 14,1 8,6

11,0 8,0 51,8 1,0 61,3 16,3 10,3 Varazdin

11,0 20,0 51,8 2,6 60,5 15,8 10,0

11,7 8,0 53,1 1,0 62,8 17,1 11,0 Zagreb

11,7 20,0 53,1 2,6 61,9 16,6 10,6

13,3 8,0 55,9 1,0 66,3 19,0 12,5 Knin

13,3 20,0 55,9 2,6 65,3 18,5 12,1

14,6 8,0 58,3 1,0 69,1 20,6 13,8 Rijeka

14,6 20,0 58,3 2,6 67,9 20,0 13,3

15,4 8,0 59,7 1,0 70,8 21,6 14,6 Senj

15,4 20,0 59,7 2,6 69,6 20,9 14,0

16,9 8,0 62,4 1,0 74,0 23,4 16,0

Cro

atia

Hvar

16,9 20,0 62,4 2,6 72,7 22,6 15,4



5 A5 Recommendations and requirements for HMAC (Est onia)

5.1 Introduction

High modulus asphalt concrete (HMAC) is designed to be used as base course and/or binder course for medium and heavy traffic roads, airfields and other areas that would benefit from better resistance to rutting and fatigue compared to asphalt concrete (AC), e.g. low speed lanes, crossroads, bus lanes, etc. Better resistance to permanent deformations and fatigue cracking as well as high modulus are achieved by specific mix design and functional requirements. HMAC is characterised by relatively fine grading and high binder content, which leads to better resistance to fatigue. The usage of hard bitumen and/or polymer modified bitumen makes it possible to obtain superior resistance to permanent deformations at the same time. Higher modulus of asphalt layers reduces the stresses transmitted to the subbase and subgrade. The requirements presented below are given so that the performance of a HMAC mix could be evaluated in relation to fatigue, resistance to rutting and stiffness. This documents includes requirements for choice of materials and mix design of high modulus asphalt concrete. HMAC is designed according to fundamental approach defined in EN 13108-1.



5.3 Materials

Table 55 contains preferred choice of size of aggregates and types of binders. As far as binders are concerned it is also recommended to take into account the performance grading (PG) requirements for the binders according to ASTM D6373 - 07e1. The PG requirements have been estimated based on historical climate data and are presented in 3.7. Tables 56 and 58 presents requirements on the geometrical and physical properties of aggregates to be used in a HMAC mix.



Aggregates requirements in table 2 and 3 below, according to EVS 901-14

4 - national documents will be available soon



Binders PMB 25/55‐55, PMB 45/80-65 (according EVS 901-2)

Table 56. Requirements for aggregates (according to EVS 901-1)

Reference clause in EVS 901-1

Property Requirement

4.1.1 Grading according to EVS-EN 933-1, category at least (see EVS 901-1 Table 1): GC90/15, Gc85/20,GF85

4.1.1 Grading tolerances according to EVS 901-1 Table 2 and Table 3

4.1.2 Fines content according to EVS-EN 933-1; category not higher than:

f2 (coarse aggregate)

f16 (fine aggregate)

4.1.3 Fines quality according to EVS-EN 933-9; if content of fines is > 3% of fine aggregate MBf10

4.1.4 Shape of coarse aggregate according to EVS-EN 933-3 category not higher than: FI20

4.1.5 Percentage of crushed Or broken and totally rounded particles according to EVS-EN 933-5; category at least:

C90/1

4.2.1 Resistance to fragmentation of coarse aggregate according to EVS-EN 1097-2, part 5; category not higher than:

LA25

4.2.3 Particle density according to EVS-EN 1097-6 declared

4.2.5 Water absorption according to EVS-EN 1097-6; category not higher than: WA241

4.2.6 Resistance to freezing and thawing according to EVS-EN 1367-1, category not higher than:

F2

4.3.1 Chemical compositions - Simple petrographic descriptions according to EVS-EN 932-3

declared

4.3.2 Determination of the affinity between aggregate and bitumen according to EVS-EN 12697-11 part A

after 24 h >50 %

4.4 Activity concentration index <1

4.5 Content of dangerous substances Declared by producer



Table 57. Requirements for filler

Reference clause in

EVS 901-1

Property Requirements

5.2.2 Fines quality according to EVS-EN 933-9; category not higher than: MBF10

5.3.1 Water content EVS-EN 1097-5, not higher than: 1 %

5.3.2 Particle density according to EVS-EN 1097-7

Declared by producer

5.3.3 Voids of dry compacted filler according to EVS-EN 1097-4 28 ... 38 %

5.4 Calcium carbonate CaCO3 content CC70

5.5.1 Loose bulk density according to EVS-EN 1097-3 p.6

0,5 Mg/m3 .... 0,9 Mg/m3

5.5.2 Blaine surface according to EVS-EN 196-6 Declared by producer

5.7 Content of dangerous substances Declared by producer

Table 58. Filler grading

Passing, % (m/m) Sieve size #

mm General range for the results Maximum range of grading declared by the producer a

2

0,125

0,063

100

85 - 100

70 - 100

-

10

10

a Declared on the basis of last 20 results. 90% of results should be in this range, but all results should be in general range defined in previous column.



5.4 Mix design





Sieve size #, mm


22,4 100 100

16 100 90 - 100

12,5 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9





α = 2,650/ρd

where ρd is the mean particle density of the aggregate, in megagrams per cubic metre (Mg/m3), determined according to EVS EN 1097-6.




Mix size Property




EVS EN 12697-8, p. 4 Vmin2,0 Vmax4

Vmin2,0 Vmax4


EVS EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80



EVS EN 12697-22, method B in air, EVS EN 13108-20, D.1.6, 60 °C, 10 000 cycles




EVS EN 12697-26, 4PB-PR, temperature 10ºC, frequency 10Hz

Smin14000 Smin14000



EVS EN 12697-24, 4PB-PR, temperature 10ºC, frequency 10Hz

ε6-130 ε6-130











Subsoil

Well compacted:


























8,17)10441,210085,11048,21()8,17(

4,242289,000618,038253

(max)(max)

2(max)(max)

−⋅−⋅+⋅⋅−⋅+=

++−=−−− dddTT

TT

sd

as φφ


5.7.1 Introduction








• fatigue













where:





d – depth, mm.

where:




d – depth, mm.

5.7.2 Analysis

Analysis has been done with use of climate data for two locations in Estonia: Pärnu and Tallinn. It covers different asphalt layers (wearing course, binder course and base course) and different pavement thickness due to traffic category. It was assumed that total thickness of asphalt layers is:

• 9 cm for low traffic category, flexible structure,

• 13 cm for medium traffic category, flexible structure,

• 17 cm for heavy traffic category, flexible structure.

Temperatures were calculated in the middle of given layer, therefore there are different depths of calculations (d1, d2, d3, d4).







252(min)(min)

(min)(min)

103,6101,5

7,1859,0

ddTT

TT

sd

as

⋅⋅−⋅+=

+⋅=−−





Pärnu 30,1 -28,4 58,4 46,8 -22,7 30,1 105 35,9 -22,3 40-28

Est

onia

Tallinn 32,1 -26,9 59,4 48,3 -21,4 32,1 105 37,1 -21,1 40-22



Pärnu 30,1 -28,4 58,4 46,8 -22,7 30,1 65,0 38,9 -22,3 40-28

Est

onia

Tallinn 32,1 -26,9 59,4 48,3 -21,4 32,1 65,0 40,2 -21,0 46-22

Table 64 Evaluation of PG for base course (heavy traffic)


Pärnu 30,1 -28,4 58,4 46,8 -22,7 30,1 130 34,3 -22,5 40-28

Est

onia

Tallinn 32,1 -26,9 59,4 48,3 -21,4 32,1 130 35,6 -21,2 40-22



Pärnu 30,1 -28,4 58,4 46,8 -22,7 30,1 20,0 43,9 -22,5 46-28

Est

onia

Tallinn 32,1 -26,9 59,4 48,3 -21,4 32,1 20,0 45,3 -21,2 46-22







Teff = 0,8*(MAPT)-2,7

where:




where::




Analysis has been done with use of climate data for two locations in Estonia: Pärnu

and Tallinn. Calculations were done for two different thickness of asphalt layer ha,

that represents low and heavy traffic roads. The results of calculations are shown in

the table 66.

64

34

4

11 +

+−

++⋅=

ZZMAATMAPT






6,6 10,0 43,9 1,3 51,7 11,0 6,1 Pärnu

6,6 17,0 43,9 2,2 51,5 10,8 6,0

6,7 10,0 44,1 1,3 52,0 11,1 6,2

Est

onia

Tallinn 6,7 17,0 44,1 2,2 51,7 10,9 6,0



6 A6 Recommendations and requirements for HMAC (Ser bia)

6.1 Introduction

High modulus asphalt concrete (HMAC) is designed to be used as base course and/or binder course for medium and heavy traffic roads, airfields and other areas that would benefit from better resistance to rutting and fatigue compared to asphalt concrete (AC), e.g. low speed lanes, crossroads, bus lanes, etc. Better resistance to permanent deformations and fatigue cracking as well as high modulus are achieved by specific mix design and functional requirements. HMAC is characterised by relatively fine grading and high binder content, which leads to better resistance to fatigue. The usage of hard bitumen and/or polymer modified bitumen makes it possible to obtain superior resistance to permanent deformations at the same time. Higher modulus of asphalt layers reduces the stresses transmitted to the subbase and subgrade. The requirements presented below are given so that the performance of a HMAC mix could be evaluated in relation to fatigue, resistance to rutting and stiffness. This documents includes requirements for choice of materials and mix design of high modulus asphalt concrete, typical structures, input to pavement design. HMAC is designed according to fundamental approach (SRPS-EN 13108-1).


HMAC is designed for binder course and base course of flexible or semi-rigid pavements. It is recommended to use HMAC together with a thin wearing course with thickness less than 3,5cm made of SMA (SRPS-EN-13108-5) or BBTM (SRPS-EN-13108-2). HMAC should be used in base course and binder course (or only in binder course). The only exception to this rule is when HMAC base course is covered by two layers of porous asphalt.

6.3 Materials


Table 67 Materials for HMAC


Aggregates requirements in table 2 and 3 below, according to SRPS-EN 13043*

Binders 20/30 (according to SRPS-EN 12591*)

15/25, 10/20 (according to SRPS-EN 13924*) PMB 10/40-65, PMB 10/40-75 (according SRPS-EN 14023*)

* - national documents will be available soon



6.4 Mix design

High modulus asphalt concrete is designed according to the approach specified in SRPS-EN 13108-1, where performance-based requirements linked to limited prescription of composition and constituent materials, offer a great degree of freedom in the mix design process. Analysis of climate data has been done in order to estimate equivalent temperature for fatigue and stiffness tests (see 4.8).




Sieve size #, mm


22,4 100 100

16 100 90 - 100

11,2 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9





Mix size Property



Void content C.1.3, impact compaction, SRPS -EN 12697-8, Vmin2,0 Vmin2,0


α = 2,650/ρd




2 × 75 blows p. 4 Vmax4 Vmax4


SRPS -EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80



SRPS-EN 12697-22, method B in air, SRPS -EN 13108-20, D.1.6, 60 °C, 10 000 cycles




SRPS -EN 12697-26, 4PB-PR, temperature 10ºC, frequency 10Hz

Smin14000 Smin14000



SRPS-EN 12697-24, 4PB-PR, temperature 10ºC, frequency 10Hz

ε6-130 ε6-130





Binder course – thickness of 4 to 10 cm (HMAC 11) or 5-10 cm (HMAC 16) depending on the specific project.


Asphalt base course – thickness of 4 to 12 cm (HMAC 11) or 5-14 cm (HMAC 16) according to the project with use of HMAC.




Subsoil

Well compacted:







Proper interlayer bonding is very important factor, that influencing fatigue life of the

pavement. It can be tested according to Leutner shear test. Shear strength of an

interlayer bonding between asphalt layers should be at least 1,3 MPa. Table 70

presents recommended amount of residual binder to form a adhesive bond between

different layers.



















8,17)10441,210085,11048,21()8,17(

4,242289,000618,038253

(max)(max)

2(max)(max)

−⋅−⋅+⋅⋅−⋅+=

++−=−−− dddTT

TT

sd

as φφ


6.7.1 Introduction








• fatigue













where:





d – depth, mm.

where:




d – depth, mm.

6.7.2 Analysis

Analysis has been done with use of climate data for Belgrade, as representative location of central part of Serbia. It covers different asphalt layers (wearing course, binder course and base course) and different pavement thickness due to traffic category. It was assumed that total thickness of asphalt layers is:

• 7 cm for low traffic category (less than 30 axles (80 kN) per day, flexible structure,

• 10 cm for medium traffic category (36-275 axles (80 kN) per day), flexible structure,

• 23 cm for heavy traffic category (more than 961 axles (80 kN) per day) flexible structure








252(min)(min)

(min)(min)

103,6101,5

7,1859,0

ddTT

TT

sd

as

⋅⋅−⋅+=

+⋅=−−




Location Ta(max) Ta(min) φ, ˚ Ts(max) Ts(min) d1 Td(max) Td(min) PG

(x-y)

Ser

bia

Belgrade 40,0 -15,0 45,3 62,1 -11,2 70,0 51,8 -10,8 52-16



(x-y)

Ser

bia

Belgrade 40,0 -15,0 45,3 62,1 -11,2 100,0 49,0 -10,8 52-16



(x-y)

Ser

bia

Belgrade 40,0 -15,0 45,3 62,1 -11,2 100,0 49,0 -10,8 52-16



(x-y)

Ser

bia

Belgrade 40,0 -15,0 45,3 62,1 -11,2 140,0 46,0 -11,0 52-16



(x-y)

Ser

bia

Belgrade 40,0 -15,0 45,3 62,1 -11,2 20,0 58,5 -11,0 64-16



6.7.3 Evaluation of effective temperature


Preparation of methodology for estimation of Teff is expensive and time-consuming task. It requires wide analysis of climate data, laboratory tests, accelerated field tests and long term observations. This was one of the task of Strategic Higway Research Program (SHRP) in USA. The method has been developed on the basis of observations of test sections that belong to Long-Term Pavement Performance research project. According to that method Teff is calculated with use of the following equation:

Teff = 0,8*(MAPT)-2,7

where:




where::




Analysis has been done with use of climate data for Belgrad, as representative location of central part of Serbia. Calculations were done for two different thickness of asphalt layer ha, that represents low and heavy traffic roads. The results of calculations are shown in the table 76.




11,5 10,0 52,7 1,3 62,2 16,8 10,7 Serbia Belgrade

11,5 22,5 52,7 3,0 61,4 16,3 10,4

64

34

4

11 +

+−

++⋅=

ZZMAATMAPT



6.7.4 Typical Structures with different asphalt bas e course

• Type 1 – HMAC (Asphalt base course)

• Type 2 – BNS 32sA (Asphalt base course)

Table 77 HMAC and BNS 32sA Mixture Characteristics

Design parameters:

• Wearing cours (µ=0,35) : - SMA, thickness 4 cm

• Asphalt base course (µ=0,35): - HMAC, thickness 6-10 cm (HMAC 11) or 8-14 cm (HMAC 16)

- BNS 32 sA , thickness 7-14 cm

• Base course: - Unbounded layers: crushed stone (µ=0,35)

- Cement stabilisation, thickness 20 cm, stiffness 14000 MPa (µ=0,25)

• Subgrade (µ=0,35): - CBR≥10%

• Contact pressure , q=0,6 MPa

• Axle load , Two dual wheel, P=20,5 kN (per wheel)

Characteristic HMAC BNS 32sA

Bitumen 20/30 50/70

Bitumen content (%v/v) 14 8

Voids content (%v/v) 3 7

Penetration value ( 25°C, 1/10 mm) 21 60

Softening Point (°C ) 60 52

Penetration Temperature (°C ) 25

Penetration index -0.8 -0.3

Stiffness (MPa) 9800 4800

Temperature of bitumen (°C) 20

Loading Time (Hz) 10



Typical Structures with asphalt base course and unbounded base course for 20

years

Number of equivalent

standard axle loads

Structures with HMAC

(cm)

Structures with BNS 32 sA

(cm)

690 000-2 000 000

2 000 000-6 000 000

2 000 000-15 000 000

>15 000 000



Typical Structures with asphalt base course and cement treated base course

for 20 years

Number of equivalent

standard axle loads

Structures with HMAC

(cm)

Structures with BNS 32 sA

(cm)

690 000-2 000 000

2 000 000-6 000 000

2 000 000-15 000 000

>15 000 000



7 A7 Recommendations and requirements for HMAC (Slo venia)

Chapter editors: W. Bańkowski, M. Tušar

7.1 Introduction




HMAC is designed for binder course and base course of flexible or semi-rigid pavements. It is recommended to use HMAC together with a thin wearing course with thickness less than 3,5 cm made of SMA (EN-13108-5) or BBTM (EN 13108-2). HMAC should be used in base course and binder course (or only in binder course). The only exception to this rule is when HMAC base course is covered by two layers of porous asphalt.

7.3 Materials




Aggregates requirements in table 2 and 3 below, according to SIST EN 13043

Binders

20/30 (according to SIST-EN 12591)

15/25, 10/20 (according to SIST-EN 13924)

PMB 10/40‐65, PMB 10/40‐75 (according to SIST-EN 14023)



Table 79. Classes, technical characteristics, test methods and specifications for polymer modified bitumen

SIST 1035 and SIST EN 14023 Specifications

PMB 10/40-60 PMB 25/55-65 Clause Technical characteristics Test method


5.1.2 Penetration at 25°C, 0,1 mm SIST EN 1426 2 10 - 40 3 25 - 55

5.1.3 Softening point °C SIST EN 1427 6 ≥ 60 5 ≥ 65

5.1.4 Force ductility, J/cm2 SIST EN 13703 and SIST EN 13589 6 ≥ 2 (10°C) 2 ≥ 3 (5°C)

5.1.7 Flash point, °C SIST EN ISO 2592 2 ≥ 250 2 ≥ 250

Resistance to hardening (SIST EN 12607-1-3)

Change of mass, %(m/m) SIST EN 12607-1 3 ≤ 0,5 3 ≤ 0,5

Retained penetration, % SIST EN 1426 7 ≥ 60 7 ≥ 60 5.1.5

Increase in softening point, °C

SIST EN 1427 0 NR 0 NR

Other characteristics

Fraass breaking point, °C SIST EN 12593 5 ≤ -10 6 ≤ -12

Elastic recovery at 25 °C, % SIST EN 13398 5 ≥ 50 3 ≥ 70

∆ RB, °C SIST EN 13399 and SIST EN 1427 2 ≤ 5 2 ≤ 5

Storage stability ∆ Pen, °C SIST EN 13399

and SIST EN 1426 0 NR 0 NR

Resistance to hardening (SIST EN 12607-1-3)

Drop in softening point, °C SIST EN 1427 0 NR 0 NR

Table 2

Elastic recovery at 25 °C, % SIST EN 13398 4 ≥ 50 3 ≥ 60

NR-Not required

TBR-To be reported”- to be determined and declared



Table 80. Classes, technical characteristics, test methods and specifications for hard paving grade bitumen

SIST EN 13924 Specifications

10/20 15/25 Clause Technical characteristics Test method


5.1.2 Penetration at 25°C, 1 mm SIST EN 1426 3 10 - 20 2 15 - 25

5.1.3 Softening point, °C SIST EN 1427 3 58 - 78 2 55 - 71

Resistance to hardening at 163 °C(SIST EN 12607-1)

Change of mass, %(m/m) SIST EN 12607-1 2 ≤ 0,5 2 ≤ 0,5

Retained penetration, % SIST EN 1426 2 ≥ 55 2 ≥ 55

Softening point after hardening, °C SIST EN 1427 0 NPD 0 NPD

5.1.4

Increase in softening point, °C SIST EN 1427 2 ≤ 8 2 ≤ 8

Flash point, °C SIST EN ISO 2592 3 ≥ 245 3 ≥ 245

Fraass breaking point, °C SIST EN 12593 6 ≤ +3 2 ≤ 0

Kinematic viscosity at 135 °C, mm 2/s SIST EN 12595 1 TBR 1 TBR

Solubility, %(m/m) SIST EN 12592 2 ≥ 99,0 2 ≥ 99,0

5.1.6

Density at 25°C, Mg/m 3 SIST EN 15326 TBR TBR

Table 81. Classes, technical characteristics, test methods and specifications for paving grade bitumen

SIST EN 12591 Specifications

20/30 Clause Technical characteristics Test method

Class Requirement

4.1.1.1 Penetration at 25°C, 1 mm SIST EN 1426 1 20 - 3 0

4.1.1.1 Softening point, °C SIST EN 1427 1 55 - 60

4.1.1.1 Solubility, %(m/m) SIST EN 12592 1 ≥ 99,0

4.1.1.3 Flash point, °C SIST EN ISO 2592 1 ≥ 245

4.1.1.2 Resistance to hardening at 163 °C(SIST EN 12607-1-3)

Change of mass, %(m/m) SIST EN 12607-1 1 ≤ 0,5

Retained penetration, % SIST EN 1426 1 ≥ 55

Softening point after hardening, °C SIST EN 1427 1 ≥ 57

4.1.2.3

Increase in softening point, °C SIST EN 1427 1 ≤ 8

4.2.2 Fraass breaking point, °C SIST EN 12593 2 ≤ -5

4.5 Density at 25°C, Mg/m 3 SIST EN 15326 TBR



Table 82. Geometrical and physical requirements req uirements for aggregates

SIST EN 13043: 2004 Requirements

and SIST 1043 Classes of aggregates and reference values

Clause Test methods Z1 Z2 Z3 Z4 Z5 Z6

4.1.3 Grading SIST EN 933-1 separate fractions 0/2, 0/4, 2/4, 4/8, 8/11, 8/16, 11/16, 16/22, 16/32, 22/32

GC90/15, GF85, GA90

separate fractions and mixes of fractions are allowed

GC90/20, GF85, GA90

4.1.4 Fines content SIST EN 933-1 course: f13)

fine: f162)

course: f2

fine: fNR

4.1.5 Quality of fines SIST EN 933-9 MBF10; max. 5g/kg

4.1.6 Shape index SIST EN 933-4 or Flakiness index SIST EN 933-5 SI20 or FI20

4.1.7 Percentage of crushed and broken surface in coarse aggregate SIST EN 933-5

C100/0 C90/1 C50/30 CNR

4.2.2 Resistance to fragmentation of coarse aggregate SIST EN 1097-2:1998, clause 5

LA20 LA25 LA30 LA40

PSV50 PSV50 4.2.3 Resistance to polishing of coarse aggregate SIST EN 1097-8

PSV301)

PSV30 PSVNR

4.2.5 Resistance to wear SIST EN 1097-1 MDE NR - TBR MDE NR

4.2.9.2 Resistance of aggregates for freezing and thawing SIST EN 1367-1 or Magnesium sulfate test SIST EN 1367-2 F1 or MS18; max. 5m.-% F NR or MSNR – TBR

4.2.10 Resistance to thermal shockSIST EN 1367-5 TBR

4.2.11 Affinity of coarse aggregate to bituminous binders SIST EN 12697-11, method A

min. 80 %

4.3.4.3 Volume stability of slag SIST EN 1744-1 V3,5 1) For fraction 0/2 2) For mixes of silicate f10; max. 5% through sieve 0.063

For fraction 2/4: f4, for fraction 4/8: f2,



Table 83 Technical properties of added filler

SIST EN 13043 and SIST 1043

Clause Technical characteristics Test method Specifications

5.2.1 Grading of fillers (air jet sieving) SIST EN 933-10 or SIST EN 933-1

TBR

5.2.2 Methylene blue test SIST EN 933-9 MBF10; max. 5g/kg

5.3.3.1 Voids of dry compacted filler SIST EN 1097-4 TBR

5.3.3.2 Change of softening point, (∆ RB) SIST EN 13179-1 ∆R&B8/25

7.4 Mix design

High modulus asphalt concrete is designed according to the approach specified in SIST EN 13108-1, where performance-based requirements linked to limited prescription of composition and constituent materials, offer a great degree of freedom in the mix design process. Analysis of climate data has been done in order to estimate equivalent temperature for fatigue and stiffness tests (see 5.8).




Sieve size #, mm


22,4 100 100

16 100 90 - 100

11,2 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9



α = 2,650/ρd






Mix size Property




SIST-EN 12697-8, p. 4 Vmin2,0 Vmax4

Vmin2,0 Vmax4


SIST-EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80



SIST-EN 12697-22, method B in air, SIST-EN 13108-20, D.1.6, 60 °C, 10 000 cycles




SIST-EN 12697-26, 4PB-PR, temperature 10ºC, frequency 10Hz

Smin14000 Smin14000



SIST-EN 12697-24, 4PB-PR, temperature 10ºC, frequency 10Hz

ε6-130 ε6-130












Subsoil

Well compacted:









Proper interlayer bonding is very important factor, that influence fatigue life of the pavement. It can be tested according to Leutner shear test. Shear strength of an interlayer bonding between asphalt layers should be at least 1,3 MPa. Table 86 presents recommended amount of residual binder for different layers.

















8,17)10441,210085,11048,21()8,17(

4,242289,000618,038253

(max)(max)

2(max)(max)

−⋅−⋅+⋅⋅−⋅+=

++−=−−− dddTT

TT

sd

as φφ

7.7 Analysis of climate data in terms of PG grading system

7.7.1 Introduction




• original (without aging),

• after RTFOT aging (simulation of aging during production and paving),



• fatigue,













where:





d – depth, mm.

where:




d – depth, mm.

7.7.2 Analysis

Analysis has been done with use of climate data for two locations in Slovenia: Portoroz and Ljubjana. It covers different asphalt layers (wearing course, binder course and base course) and different pavement thickness due to traffic category. It was assumed that total thickness of asphalt layers is:

• 8 cm for low traffic category (less than 30 axles (100 kN) per day, flexible structure,


• 20 cm for heavy traffic category (more than 3000 axles (100 kN) per day).








252(min)(min)

(min)(min)

103,6101,5

7,1859,0

ddTT

TT

sd

as

⋅⋅−⋅+=

+⋅=−−




Location Ta(max) Ta(min) φ, ˚ Ts(max) Ts(min) d1 Td(max) Td(min) PG (x-y)

Ljubljana 33,9 -17,0 46,0 55,8 -12,9 55,0 47,8 -12,5 52-16

Slo

veni

a

Portoroz 33,3 -11,2 45,5 55,3 -7,9 55,0 47,5 -7,6 52-10



Ljubljana 33,9 -17,0 46,0 55,8 -12,9 80,0 45,3 -12,5 46-16

Slo

veni

a

Portoroz 33,3 -11,2 45,5 55,3 -7,9 80,0 45,0 -7,5 46-10



Ljubljana 33,9 -17,0 46,0 55,8 -12,9 80,0 45,3 -12,5 52-16

Slo

veni

a

Portoroz 33,3 -11,2 45,5 55,3 -7,9 80,0 45,0 -7,5 52-10



Ljubljana 33,9 -17,0 46,0 55,8 -12,9 120,0 42,3 -12,6 46-16

Slo

veni

a

Portoroz 33,3 -11,2 45,5 55,3 -7,9 120,0 41,9 -7,6 46-10





Ljubljana 33,9 -17,0 46,0 55,8 -12,9 20,0 52,4 -12,7 58-16

Slo

veni

a

Portoroz 33,3 -11,2 45,5 55,3 -7,9 20,0 52,0 -7,7 58-10




Teff = 0,8*(MAPT)-2,7

where:




where::




Analysis has been done with use of climate data for two locations in Slovenia: Portoroz and Ljubjana. Calculations were done for two different thickness of asphalt layer ha, that represents low and heavy traffic roads. The results of calculations are shown in the table 92.

64

34

4

11 +

+−

++⋅=

ZZMAATMAPT






11,0 8,0 51,8 1,0 61,3 16,3 10,3 Ljubljana

11,0 20,0 51,8 2,6 60,5 15,8 10,0

13,4 8,0 56,1 1,0 66,5 19,2 12,6

Slo

veni

a

Portoroz 13,4 20,0 56,1 2,6 65,5 18,6 12,2



8 A8 Recommendations and requirements for HMAC (Swe den)

8.1 Introduction





8.3 Materials




Aggregates requirements in table 2 and 3 below, according to SS-EN 13043

Binders 20/30 (according to SS-EN 12591)

PMB 10/40‐65, PMB 10/40‐75 (according SS-EN 14023)



Table 94 Requirements for 20/30 according to SS-EN 12591, part 1

Property Test method Unit 20/30

Penetration at 25˚C EN 1426 0,1 mm 20-30

Softening point EN 1427 ˚C 55-63

Resistance to hardening at 163˚C

Retained penetration % ≥55

Increase of softening point, - Severity 1

or

Increase of softening point, - Severity 2a

˚C

˚C

≤8

or

≤10

Change of massb (absolute value)

EN 12607-1

% ≤ 0,5

Flash point EN ISO 2592 ˚C ≥ 240

Solubility EN 12592 % ≥ 99,0

a When Severity 2 is selected it shall be associated with the requirement for Fraass breaking point and/or penetration index measured on the unaged binder (see Table 1B)

b Change in mass can be either positive or negative.

Table 95 Requirements for 20/30 according to SS-EN 12591, part 2

Property Test method Unit 20/30

Penetration index Annex Ab - -1,5 to 0,7

or NRc

Dynamic viscosity at 60˚C EN 12596 Pa.s ≥ 440

or NRc

Fraass breaking pointa EN 12593 ˚C -

or NRc

Kinetic viscosity at 135˚C EN 12595 mm2/s ≥ 530

or NRc

a When Severity 2 is selected it shall be associated with the requirement for Fraass breaking point and/or penetration index measured on the unaged binder.

b Reference to normative Annex A in this document dealing with the calculation of penetration index.

c NR. No Requirement may be used when there are no regulations or other regional requirements for the property in the territory of intended use.



Table 96 Requirements for 10/40-65 and 10/40-75 pol ymer modified bitumen.

Method Unit 10/40-65 10/40-75

Penetration @ 25C

SS-EN 1426 dmm 10-40 10-40

Softening point SS-EN 1427 C ≥ 65 ≥ 75

Nota bene: Sweden has very little experience in PmB – in some guidelines issued recently in Sweden for which PmB binder to use where, the hardest binder to be recommended are 40/100-75 and 45/80-85

8.4 Mix design





Sieve size #, mm


22,4 100 100

16 100 90 - 100

11,2 90 - 100 70 - 85

8 70 - 85

2 40 - 50 35 - 45

0,125 7 - 17 7 - 17

0,063 5 - 9 5 - 9



α = 2,650/ρd







Mix size Property




SS-EN 12697-8, p. 4 Vmin2,0 Vmax4

Vmin2,0 Vmax4


SS-EN 12697-12, conditioning at 40 °C, test at 15 °C

ITSR80 ITSR80



SS-EN 12697-22, method B in air, SS-EN 13108-20, D.1.6, 60 °C, 10 000 cycles




SS-EN 12697-26, 4PB-PR, temperature 10ºC, frequency 10Hz

Smin14000 Smin14000



SS-EN 12697-24, 4PB-PR, temperature 10ºC, frequency 10Hz

ε6-130 ε6-130











Subsoil

Well compacted:


























8,17)10441,210085,11048,21()8,17(

4,242289,000618,038253

(max)(max)

2(max)(max)

−⋅−⋅+⋅⋅−⋅+=

++−=−−− dddTT

TT

sd

as φφ


8.7.1 Introduction








• fatigue








PG of binder should be appropriate for given area in terms of temperatures during exploitation. Value of X should be higher than maximum 7-day temperature of the pavement, and value of X should be lower than minimum temperature of the pavement. These temperatures are estimated on the basis of long term climate date with the probability of 98%.





where:





d – depth, mm.

where:




d – depth, mm.

8.7.2 Analysis

Analysis has been done with use of climate data for three locations in Sweden: Stockholm, Gothenburg and Malmoe. It covers different asphalt layers (wearing course, binder course and base course) and different pavement thickness due to traffic category. It was assumed that total thickness of asphalt layers is:

• 4,5 cm for low traffic category (less than 30 axles (100 kN) per day, flexible structure,


• 18 cm for heavy traffic category (more than 3000 axles (100 kN) per day).








252(min)(min)

(min)(min)

103,6101,5

7,1859,0

ddTT

TT

sd

as

⋅⋅−⋅+=

+⋅=−−




Location φ, ˚ Ts(max) Ts(min) d1 Td(max) Td(min) PG

(x-y)

Stockholm 59,3 43,0 -19,0 80,0 34,4 -18,6 40-22

Gothenburg 57,4 45,0 -17,0 80,0 36,1 -16,6 40-22

Sw

eden

Malmoe 55,5 44,0 -15,0 80,0 35,3 -14,6 40-16

Table 101 Evaluation of PG for binder course (heav y traffic)


(x-y)

Stockholm 59,3 43,0 -19,0 65,0 35,6 -18,6 40-22

Gothenburg 57,4 45,0 -17,0 65,0 37,3 -16,6 40-22

Sw

eden

Malmoe 55,5 44,0 -15,0 65,0 36,5 -14,6 40-16

Table 102 Evaluation of PG for base course (heavy traffic)

Location φ, ˚ Ts(max) Ts(min) d1 Td(max) Td(min) PG (x-y)

Stockholm 59,3 43,0 -19,0 135,0 31,0 -18,8 34-22

Gothenburg 57,4 45,0 -17,0 135,0 32,6 -16,8 34-22

Sw

eden

Malmoe 55,5 44,0 -15,0 135,0 31,8 -14,8 34-16



(x-y)

Stockholm 59,3 43,0 -19,0 20,0 40,2 -18,8 46-22

Gothenburg 57,4 45,0 -17,0 20,0 42,1 -16,8 46-22

Sw

eden

Malmoe 55,5 44,0 -15,0 20,0 41,2 -14,8 46-16






Teff = 0,8*(MAPT)-2,7

where:




where::




Analysis has been done with use of climate data for eight locations in Sweden: Stockholm, Gothenburg and Malmoe. Calculations were done for two different thickness of asphalt layer ha, that represents low and heavy traffic roads. The results of calculations are shown in the table 104.

64

34

4

11 +

+−

++⋅=

ZZMAATMAPT






6,6 12,0 43,9 1,6 51,7 10,9 6,0 Stockholm

6,6 18,0 43,9 2,4 51,4 10,8 5,9

7,1 12,0 44,8 1,6 52,7 11,5 6,5 Gothenburg

7,1 18,0 44,8 2,4 52,5 11,4 6,4

7,9 12,0 46,2 1,6 54,4 12,5 7,3

Sw

eden

Malmoe 7,9 18,0 46,2 2,4 54,1 12,3 7,1

Documents

Laboratory and field implementation of high modulus