E_div-7-Materials of Asphaltic Mixes

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DIVISION 7 MATERIALS OF ASPHALTIC MIXES 225

7.1 Scope 225

7.2 Asphalt Materials 225

7.2.1 Asphalt Cement 225

7.2.1.1 Uses 225

7.2.1.2 Requirements 225

7.2.2 Liquid Asphalt (Asphalt Cutback) 227

7.2.2.1 Uses 227


7.2.3 Emulsified Asphalt 227

7.2.3.1 Uses 227


7.2.4 Modified Asphalt 227

7.2.4.1 Uses 227

7.2.4.2 Requirements 2277.2.5 Asphalt Materials Production 235

7.2.6 Asphalt Materials Acceptance Procedures 235

7.2.6.1 Supplied Container 235

7.2.6.2 Delivery Ticket 235

7.2.6.3 Certificate Of Compliance 236

7.2.6.4 Acceptance Sampling Procedures 236

7.2.7 Measurement 237

7.2.8 Payment 237

7.3 Aggregates 237

7.3.1 General Requirements 237

7.3.2 Coarse Aggregate 2387.3.2.1 Description 238

7.3.2.2 Quality Requirements 238

7.3.2.3 Gradation Requirements 238

7.3.3 Fine Aggregate 238

7.3.3.1 Description 238



7.3.4 Mineral Filler 238

7.3.4.1 Description 238



7.3.5 Combined Aggregate In Asphalt Mixes 240


7.3.5.2 Gradation Requirements For Asphalt Mixes 240

7.3.6 Aggregate Stockpiling 241

7.3.7 Aggregate Acceptance 241

7.3.8 Measurements 241

7.3.9 Payment 243

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General Specifications of Urban Roads Construction Division 7- Materials of Asphaltic Mixes

Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 225

DIVISION 7

MATERIALS OF ASPHALTIC MIXES

7.1 Scope:

This Division comprises of the specifications of asphalt mixes materials, which

include asphalt binders, asphalt modifiers, coarse and fine aggregates, and mineral filler.

It also includes acceptance procedures, measurement method, and payment methods.

7.2 Asphalt Materials:

The asphaltic materials used in asphaltic mixes shall be produced as by-products

of crude petroleum refining or manufactured from their derivatives. They shall include

the following types:

1.

Asphalt Cement: produced from petroleum refineries and/or special factories by

mixing different grades of asphalt or by oxidation or by both methods.2. Cutback Asphalt: produced by diluting the asphalt cement by naphtha, kerosene,

or diesel.

3. Emulsified Asphalt: produced by emulsifying the asphalt cement by special

millers using water and emulsifying agents.

4. Modified Asphalt: produced by treating the asphalt cement by special chemical

modifiers in specialized plants.

All asphalt types shall have homogenous properties and conform to the

following requirements.

7.2.1 Asphalt Cement:

7.2.1.1 Uses:

The asphalt cement is used in hot asphalt concrete mixes and some surface treatments.

7.2.1.2 Requirements:

Unless specified in the Special Specifications, the asphalt cement shall conform

to the requirement of the Standard Saudi Specification Number 1776, which classifies

asphalt based on viscosity; or shall conform to the requirements of AASHTO M-20,

which classifies asphalt based on penetration grades. The asphalt cement shall be of

60/70 or 40/50 penetration grades or any grade specified in the Special Specifications.

The grades of asphalt materials shall conform to the requirements set forth in Table

(7.2.1).

When the Special Specifications specifies the use of asphalt cement graded as

Performance Grade (PG) according to Strategic Highway Research Program (SHRP),

the specification detailed in Division 12, in these General Specifications, shall be

applied.

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Table 7.2.1: Quality requirement of penetration grade asphalt binder

Penetration Grade

40-50 60-70 85-100 120-150 200-300PropertyAASHTO

TestMin. Max. Min. Max. Min. Max. Min. Max. Min. Max.

Penetration at 25

Degrees C,100g, 5sec. T-49 40 50 60 70 85 100 120 150 200 300

Penetration Ratio, percent

min.(1)

- 25 25 25 25 25 - - - - -

Viscosity, at 60 oC, Poise,

min.(2)

T-202 6000 - 2600 - - - - - - -

Viscosity at 135 oC,

Kinematic min.T-201 240 - 200 - 170 - - - - -

Flash point, Cleveland

Open,oC, min.

T-48 232 - 232 - 232 - 218 - 177 -

Ductility at 25 o

C, 5cm permin, cm, min

T-51 100 - 100 - 100 - 100 - - -

Solubility in

trichloroethylene, percent,

min.

T-44 99 - 99 - 99 - 99 - 99 -

Thin film oven test, 3.2 mm, 163 degree Celsius, 5 hour

Loss on bearing, percent of

original, max.- - 0.8 - 0.8 - 1 - 1.3 - 1.5

Penetration, of residue,

percent of originalT-49 58 - 54 - 50 - 46 - 40 -

Ductility of residue at 25 oC,5 cm per, cm, min.

T-51 - - 50 - 75 - 100 - 100 -

Solubility in

trichloroethylene, %, min.T-44 99 - 99 - 99 - 99 - 99 -

Spot Test, when and as specified(3)

, with:

Standard naphtha solvent Negative for all grades

Naphtha-xylene solvent Negative for all grades

Heptane-xylene solvent

T-102

Negative for all grades

Note 1: Penetration Ratio = (Penetration at 4 degree Celsius, 200 grams, and 60 seconds) x (100) /(Penetration at 25 degree Celsius, 100 grams, and 5 second).

Note 2: Penetration Viscosity requirement was added to these General Specifications based on local study.Note 3: The use of the spot test is optional. When it is specified, the Engineer shall indicate whether the

standard naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be usedin determining compliance with the requirement, and also, in the case of the xylene solvents, the percentage of xylene to be used shall be specified.

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7.2.2 Liquid Asphalt (Asphalt Cutback):

7.2.2.1 Uses:

The liquid diluted asphalt is used as prime coat, tack coat, in cold-mix, single

and multiple surface treatments, sand seal, and soil and dust stabilizer.


The liquid asphalt shall conform to the requirements of AASHTO M-81 and M-

82. It shall be medium curing (MC) or rapid curing (RC) or as specified in the Special

Specifications for a particular work. They shall conform to the requirements shown in

Tables (7.2.2) (A and B) and Tables (7.2.3) (A and B).

7.2.3 Emulsified Asphalt:

7.2.3.1 Uses:

The emulsified asphalt is used in slurry seal, prime coat, and tack coat, in cold

mixes, single and multiple surface treatments, sand seal, fog seal, and soil and duststabilizer.


The emulsified asphalt shall conform to the requirements of AASHTO M-140

for anionic (negative charge) as shown in Tables (7.2.4) to (7.2.6). and AASHTO M-

208 for cationic (positive charge) as shown in Table (7.2.7).

There are two groups of emulsified asphalt: anionic (negative charge) and

cationic (positive charge) and each group is divided into three grades: rapid setting,

medium setting, and slow setting. These grades are further divided into types according

to emulsified asphalt viscosity and hardness of the asphalt cement used in the emulsified

asphalt.

The emulsified asphalt shall be selected based on the charge group according to

the type and condition of the aggregates and soils to be treated or stabilized. The

anionic emulsified asphalt shall be used with basic aggregates such as limestone, where

as the cationic emulsified asphalt shall be used with the acidic aggregate such as basalt

or quartz.

7.2.4 Modified Asphalt:

7.2.4.1 Uses:

The modified asphalt is used when the use of normal asphalt or the asphalt mix

produced by normal binder is not suitable for the performance requirements imposed by

materials properties, environmental conditions, or operating traffic. The asphalt is

mixed with specific materials such anti-stripping agents, rubber, polymers, plastic or

other modifiers during the asphalt mix production.


When specified in the Special Specification, only the tested and tried asphalt

modifiers shall be used to modify the asphalt properties without affecting the general

performance. The asphalt modifiers shall posses to following basic requirements:

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Table 7.2.2.A: Quality requirement of medium curing (MC) liquid asphalt

MC-30 MC-70 MC-250 MC-800 MC-3000

PropertyAASHTO

Test Min Max Min Max Min Max Min Max Min Max

Kinematic Viscosity at 60 o

C, cSt(1) T-201 30 60 70 140 250 500 800 1600 3000 6000

Flash Point, Tag, open-cup,oC T-79 38 - 38 - 66 - 66 .. 66 -

Water Percent T-55 - 0.2 - 0.2 - 0.2 - 0.2 - 0.2

Distillation Test: Distillate percentage by volume of total distillate to 360 degree Celsius

To 225 oC T-78 0 25 0 20 0 10 - - - -

To 260 oC T-78 40 70 20 60 15 55 0 35 0 15

To 315oC T-78 75 93 65 90 60 87 45 80 15 75

Residue from distillation to 360o

C volume percentage of sample

by difference, min.

50 - 55 - 67 - 75 - 80 -

Tests on residue from distillation:

Absolute viscosity at 60o C,

Poise,T-202 300 1200 300 1200 300 1200 300 1200 300 1200

Ductility. (2)

5 cm/minute, cm,

min.T-51 100 - 100 - 100 - 100 - 100 -

Solubility in Trichloroethylene,

percent, min.T-44 99.0 - 99.0 - 99.0 - 99.0 - 99.0 -

Spot test with(3):

Standard naphtha Negative for all grades



T-102


Note 1: As an alternate, Saybolt Furol viscosities may be specified as follows:Grade MC-30 -- Furol viscosity at 25 degree Celsius - 75 to 150 sec.Grade MC-70 -- Furol viscosity at 50 degree Celsius - 60 to 120 sec.

Grade MC-250 -- Furol viscosity at 60 degree Celsius - 125 to 250 sec.Grade MC-800 -- Furol viscosity at 82.2 degree Celsius - 100 to 200 sec.Grade MC-3000 -- Furol viscosity at 82.2 degree Celsius - 300 to 600 sec.

Note 2: If the ductility at 25 degree Celsius is less than 100, the material will be acceptable if its ductility at15.5 degree Celsius is more than 100.

Note 3: The use of the spot test is optional. When it is specified, the Engineer shall indicate whether thestandard naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be usedin determining compliance with the requirement, and also, in the case of the xylene solvents, the percentage of xylene to be used shall be specified.

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Table 7.2.2.B: Quality requirement of medium curing (MC) liquid asphalt

MC-0 MC-1 MC-2 MC-3 MC-4 MC-5

PropertyAASHTO

Test Min-

Max.

Min-

Max.

Min-

Max.

Min-

Max.

Min-

Max

Min-

Max.Flash Point, Tag, open-cup,

oC,

min.T-79 100 100 150 150 150 150

Furol viscosity at 25o C 75-150

Furol viscosity at 50oC 75-150

Furol viscosity at 60oC 100-200 250-500

Furol viscosity at 82.2o C

T-72

125-250 300-600


To 190 oC 0-25 0-20 0-10 0-5 0 0

To 225 oC 40-70 25-65 15-55 5-40 0-30 0-20

To 315oC

T-78

75-93 70-90 60-87 55-85 40-80 20-75

Residue from distillation to

360o C volume percentage of

sample by difference, min.

50 60 67 73 87 82

Tests on Residue from DistillationPenetration, 25

oC, 100 grams,

5secondsT-49 120-300 120-300 120-300 120-300 120-300 120-300

Ductility(1)

5 cm/min., cm, min. T-51 100 100 100 100 100 100

Solubility in

Trichloroethylene, percent,

min.

T-44 99.50 99.50 99.50 99.50 99.50 99.50

Temperature for Application

by Spraying, in oC-- 25-65 50-80 65-105 80-120 90-135 105-150

General Requirement All shall be free of water

Note 1: If penetration of residue is more than two hundred (200) and its ductility at 25 degrees Celsius isless than one hundred (100), the material will be acceptable if its ductility at 15.6 degrees Celsius

is more than one hundred (100).

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Table 7.2.3.A: Quality requirement of rapid curing (RC) liquid asphalt

RC-70 RC-250 RC-800 RC-3000

PropertyAASHTO

Test Min. Max. Min. Max. Min. Max. Min. Max.

Kinematic Viscosity at 60

oC, cSt

(1) T201 70 140 250 500 800 1600 3000 6000

Flash Point, Tag, open-cup,oC, min.

T-79 - - 27 - 27 - 27 -

Water Percent, max. T-55 - 0.2 - 0.2 - 0.2 - 0.2


To 190 oC 10 - - - -

To 225 oC 50 - 35 - 15 - - -

To 260 oC 70 - 60 - 45 - 25 -

To 315oC

T-78

85 - 80 - 75 - 70 -

Residue from distillation to

360o C volume percentage

of sample by difference

- 55 - 65 - 75 - 85 -

Tests on residue from distillation:Absolute viscosity at 60o C,

Poise,T-202 300 1200 300 1200 300 1200 300 1200

Ductility 5 cm/minute, cm.(2)

T-51 100 - 100 - 100 - 100 -

Solubility in

Trichloroethylene, percent,

min.

T-44 99.0 - 99.0 - 99.0 - 99.0 -

Spot test(3)

with:

Standard naphtha Negative for all grades



T-102


Note 1 As an alternate, Saybolt Furol viscosities may be specified as follows:Grade RC-70 -- Furol viscosity at 50 degree Celsius - 60 to 120 sec.Grade RC-250 -- Furol viscosity at 60 degree Celsius - 125 to 250 sec.Grade RC-800 -- Furol viscosity at 82.2 degree Celsius - 100 to 200 sec.Grade RC-3000 -- Furol viscosity at 82.2 degree Celsius - 300 to 600 sec.

Note 2: If the ductility at 25 degree Celsius is less than 100, the material will be acceptable if its ductility at

15.5 degree Celsius is more than 100.Note 3: The use of the spot test is optional. When it is specified, the Engineer shall indicate whether the

standard naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be usedin determining compliance with the requirement, and also, in the case of the xylene solvents, the percentage of xylene to be used shall be specified.

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Table 7.2.3.B: Quality requirement of rapid curing (RC) liquid asphalt

RC-0 RC-1 RC-2 RC-3 RC-4 RC-5

PropertyAASHTO

Test Min-

Max.

Min-

Max.

Min-

Max.

Min-

Max.

Min-

Max

Min-

Max.

Flash Point, Tag, open-cup,

o

C,min. T-79 - - 80 80 80 80

Furol viscosity at 25o C 75-150 - - - - -

Furol viscosity at 50oC - 75-150 - - - -

Furol viscosity at 60o C - - 100-200 250-500

Furol viscosity at 82.2o C

T-72

- - - - 125-250 300-600

Distillation Test: Distillate percentage by volume of total distillate to 360 degree Celsius, min.

To 190 oC 15 10 - - - -

To 225 oC 55 50 40 25 8 -

To 315oC

T-78

75 70 65 55 40 25

Residue from distillation to 360oC volume percentage of sample

by difference, Min.

50 60 67 73 87 82

Tests on Residue from Distillation

Penetration, 25o

C, 100 grams,5seconds

T-49 80-120 80-120 80-120 80-120 80-120 80-120

Ductility(1)

5 cm/minute, cm, min. T-51 100 100 100 100 100 100

Solubility in Trichloroethylene,

percent, min.T-44 99.50 99.50 99.50 99.50 99.50 99.50

Temperature for Application by

Spraying, in degrees C-- 25-50 50-80 65-95 80-105 95-120 105-135

General Requirement All shall be free of water

Note 1: If penetration of residue is more than two hundred (200) and its ductility at 25 degree Celsius is

less than one hundred (100), the material will be acceptable if its ductility at 15.6 degree Celsius ismore than one hundred (100).

Table 7.2.4: Quality requirements of anionic rapid setting (RS) emulsified asphalt

RS-1 RS-2Property

AASHTO

Test Min. Max. Min. Max.

Viscosity, Saybolt Furol, 25o C, second T-72 20 100 - -

Viscosity, Saybolt Furol, 50o C, second T-72 - - 75 400

Storage stability test, 24-h, % T-59 - 1 1

Demulsibility(1)

, 35 ml, 0.02 N CaCl2, %,

min.T-59 60 - 60 -

Sieve test, %, max T-59 - 0.1 - 0.1

Residue by distillation, %, min. T-59 55 - 63 -

Tests on residue from distillation test:

Penetration, 25 o C, 100 g, 5s T-49 100 200 100 200

Ductility, 25 o C, 5 cm/min, cm, min. T-51 40 - 40 -

Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 -

Typical Applications (2)

surface treatment,

penetration macadam,sand seal coat, tack coat,

mulch

surface treatment,

penetration macadam,coarse aggregate seal

coat (single and multiple)

1. The demulsibility test shall be made within 30 days from date of shipment.

2. These typical applications are for use only as a guide for selecting and using the emulsion for pavement construction and maintenance.

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Table 7.2.5: Quality requirements of anionic medium setting (MS) emulsified asphalt

MS-1 MS-2 MS-2h HFMS-1Property

AASHTO

Test Min Max Min Max Min Max Min Max

Viscosity, Saybolt Furol, 25 oC, seconds T-72 20 100 100 - 100 - 20 100

Storage stability test, 24-h, % T-59 - 1 - 1 - 1 - 1

Coating ability and water resistance:- Coating, dry aggregate Good Good Good Good Good Good Good Good

- Coating, after spraying Fair Fair Fair Fair Fair Fair Fair Fair

- Coating, wet aggregate Fair Fair Fair Fair Fair Fair Fair Fair

- Coating, after spraying

T-59

Fair Fair Fair Fair Fair Fair Fair Fair

Sieve test, % T-59 - 0.1 - 0.1 - 0.1 - 0.1

Residue by distillation, % T-59 55 - 65 - 65 - 65 -

Test on residue from distillation text:

Penetration, 25 oC, 100 g, 5second T-49 100 200 200 100 200 40 90 100

Ductility, 25 oC, 5 cm/min, cm, min. T-51 40 - 40 - 40 - 40 -

Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 - 97.5 - 97.5 -

Float test, 60 oC s - - - - - - - 1200 -


cold plant mix,road mix, sand

seal coat, cracktreatment,tack coat

cold plant mix,

coarse aggregateseal coat (single

and multiple),crack treatment,road mix, tack

coat, sand seal coat

cold plant mix,

hot mix, coarseaggregate seal

coat (single andmultiple cracktreatment, road

mix track coat

cold plant mix,road mix, sand

seal coat, cracktreatment, tack

coat


Table 7.2.5 (cont.): Quality requirements of anionic medium setting (MS) emulsified asphalt

HFMS-2 HFMS-2h HFMS-2sProperty

AASHTOTest Min Max Min Max Min Max

Viscosity, Saybolt Furol, 25 o

C, seconds T-72 100 - 100 - 50 -

Storage stability test, 24-h, %, max. T-59 - 1 - 1 - 1

Coating ability and water resistance:

- Coating, dry aggregate Good Good Good

- Coating, after spraying Fair Fair Fair

- Coating, wet aggregate Fair Fair Fair

- Coating, after spraying

T-59

Fair Fair Fair

Sieve test, %, max. T-59 - 0.1 - 0.1 - 0.1

Residue by distillation, %, min. T-59 65 - 65 - 65 -


Penetration, 25 oC, 100 g, 5second T-49 200 100 200 40 90 200

Ductility, 25 oC, 5 cm/min, cm, min. T-51 40 - 40 - 40 -

Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 - 97.5 -

Float test, 60 oC s 1200 - 1200 - 1200 -


cold plant mix, coarse

aggregate seal coat(single and multiple),

crack treatment roadmix, tack coat, and seal

cold plant mix, hot plant

mix, coarse aggregateseal coat (single and

multiple), cracktreatment road mix, tack

coat

dense-graded cold

plant mix androad mix

stockpile mix,crack treatment,

patching mix


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Table 7.2.6: Quality requirements of anionic slow setting (SS) emulsified asphalt

SS1 SS-1h(1)

Test

AASHTO

Test Min. Max. Min. Max.

Viscosity, Saybolt Furol, 25 oC, seconds T-72 20 - 20 100

Storage stability test, 24-h, %, max. T-59 - 100 - 1

Cement mixing test, %, max. T-59 - 2 - 2

Sieve test, %, max T-59 - 0.1 - 0.1

Residue by distillation, %, min. T-59 57 - 57 -

Tests on residue from distillation test T-59

Penetration, 25 o C, 100 g, 5seconds. T-49 100 200 40 90

Ductility, 25 o C, 5 cm/min, cm, min. T-51 40 - 40 -

Solubility in Trichloroethylene, %, min. T-44 97.5 - 97.5 -

Typical Applications(2)

cold plant mix, road mix, slurry seal coat, tack

coat, fog seal, dust layer, mulch

1. Quick setting emulsified asphalt (CQS-1H) requirements are same as slow setting (SS-1h)emulsified asphalt except for storage stability and cement mixing tests, which are not required.

2. These typical applications are for use only as a guide for selecting and using the emulsion for

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Table 7.2.7: Quality requirements of cationic emulsified asphalt

Rapid Setting Medium Setting Slow Setting

CRS-1 CRS-2 CMS-2 CMS-2h CSS-1 CSS-1h(1)

Test

Min Max Min Max Min Max Min Max Min Max Min MaxViscosity, Saybolt Furol, 25

oC,

seconds- - - - - - - - 20 100 20 100

Viscosity, Saybolt Furol, 50 oC, s 20 100 100 400 50 450 50 450 - - - -

Storage stability test, 24-h, %, max. - 1 - 1 - 1 - 1 - 1 - 1

Demulsibility (2), 35ml, 0.8%

sodium diocytl suffosucinate, %,

min.

40 - 40 - - - - - - - - -

Classification test Passes Passes - - - - - - - -

Coating ability and water resistance:

- Coating, dry aggregate - - - - Good Good - - - -

- Coating, after spraying - - - - Fair Fair - - - -

- Coating, wet aggregate - - - - Fair Fair - - - -- Coating, after spraying - - - - Fair Fair - - - -

Particle charge test Positive Positive Positive Positive Positive Positive

Sieve test, %, max. - 0.1 - 0.1 - 0.1 - 0.1 - 0.1 - 0.1

Cement mixing test, % Distillation: - - - - - - - - - 2 - 2

Oil distillate, by volume of

emulsion, %, max.- 3 3 12 12 - - - -

Residue, %, min. 60 - 65 - 65 - 65 - 57 - 57 -


Penetration, 25 oC, 100 g, 5s 100 250 100 250 100 250 40 90 100 250 40 90

Ductility, 25oC, 5 cm/min, cm, min. 40 - 40 - 40 - 40 - 40 - 40 -

Solubility in Trichloroethylene, %,

min. 97.5 - 97.5 - 97.5 - 97.5 - 97.5 - 97.5 -


surfacetreatment,

penetrationmacadam,

sand sealcoat, tack

mulch

surface

treatment, penetration

macadam,coarse

aggregateseal coat

(single andmultiple)

cold plantmix, coarse

aggregateseal coat

(single and

multiple),crack

treatment,road mix,

track coat,sand seal

coat

cold plantmix, hot

plant mix,coarse

aggregate

seal coat(single and

multiple),crack

treatment,road mix,

tack coat

cold plant mix, road mix,slurry seal coat, tack coat,fog seal, dust layer, mulch

1.

Quick setting emulsified asphalt (CQS-1H) requirements are same as slow setting (CSS-1h)

emulsified asphalt except for cement mixing test, which is not required.2. The demulsibility test shall be made within 30 days from date of shipment.3. These typical applications are for use only as a guide for selecting and using the emulsion for

pavement construction and maintenance.

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1. Easy to mix with the base asphalt materials.

2. Short mixing time.

3. Economically feasible.

4.

Compatible with the asphalt materials.

5. Stable under the production and construction conditions.

Asphalt modifiers shall produce modified asphalt that conforms to the required

purpose for modification according to AASHTO guide for the laboratory evaluation of

modified asphalt (AASHTO PP-5) and the AASHTO guide for grading and verifying

the performance grade of an asphalt binder (AASHTO PP-6).

The manufacture’s instructions shall be followed when using the asphalt in

terms of mixing temperature, mixing time, suitable base asphalt type, suitable

aggregate, etc.

In all cases, modified asphalt shall be checked that they don’t negatively affect the

standard quality requirements of the asphalt binder by performing standard tests such as

aging, mass loss, flash point, spot test, ductility, and viscosity.

When using the liquid or solid anti-stripping agents, the final mix shall be

checked by coating and stripping test (AASHTO T-182) for loose mix or Marshall

Stability loss for asphalt concrete compacted mix.

7.2.5 Asphalt Materials Production:

All asphaltic materials and modifiers shall be produced by locally approved

factories or by foreign manufactures. These factories shall have quality control

programs accredited by the foreign authorities at the place of origin. Technical

properties, user guide, and standard tests shall be accompanied with the product

certificate of asphalt materials.

Asphalt materials shall not be heated during the process of its manufacture or

during construction so as to cause damage to the materials as evidenced by the

formation of carbonized particles

7.2.6 Asphalt Materials Acceptance Procedures:

All asphalt materials shall be accepted according to “Product Certificate” and

the Engineer shall check the product by proper tests in these General Specifications

subject to the following:

7.2.6.1 Supplied Container:

Before loading, the manufacturer shall examine the supplied container and

remove all leftover materials of previous supplies that may contaminate the material to

be loaded or change its properties.

7.2.6.2 Delivery Ticket:

The manufacturer shall furnish with each shipment two (2) copies of the

delivery ticket containing the following:

• Consignees

•

Project number• Grade

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• Net liters

• Net weight

• Type and amount of anti-stripping agent or other modifiers (if any)

• Identification number (truck, tank, etc.)

• Destination

•

Date

• Loading temperature

• Specific gravity at 15.6 degrees centigrade.

7.2.6.3 Certificate of Compliance:

The manufacturer shall deliver a signed Certificate of Compliance to cover the

quality and quantity of material and the condition of container for each supply. Test

results shall be provided either with the supply or within one week after supply.

Asphalt materials may be used, with Engineer’s approval, prior to sampling and

testing when a Certificate of Compliance is furnished by the manufacturer stating thatthe asphalt material, at the time of loading, conformed to all specified requirements and

that the supplied container was clean and contained no contaminating residue.

This Certificate of Compliance shall reference the lot and identify the test

numbers representing the lot. If the test results showed non-compliance, the work shall

be rejected or accepted at reduced payment, if the results are technically accepted,

according to Division 17 of this General Specification.

Asphalt materials furnished without a Certificate of Compliance should not used.

7.2.6.4 Acceptance Sampling Procedures:

The Contractor shall obtain acceptance samples of asphalt materials according toAASHTO T-40 at the applicable point of acceptance as follows:

1. Asphalt material used in direct application on the road: Samples shall be taken

from each shipping container at the time of discharge into distributors or other

conveyances on the project.

2. Asphalt material initially discharged into storage tanks on the project: Samples

shall be taken from the line between the storage tank and the distributor or the

mixing plant after each delivery. Samples shall be taken after a sufficient period

of circulation has taken place to ensure samples are representative of the

material in the storage tank.

3. The manufacturer of asphalt materials shall test all materials produced and the

test results retained for reference. The Contractor, under the supervision of theEngineer, shall sample each shipment of asphalt material delivered to an asphalt

concrete mixing plant, asphalt treatment production project, or other project

requiring the incorporation of asphalt materials. The samples shall be numbered

consecutively and identified by project, type and grade of asphalt material, date

of delivery, and use. All samples shall be tested for conformance with the

General and Special Specifications.

4. Work in which asphalt materials failed to conform to the specifications shall be

rejected. Rejected asphalt materials shall be immediately removed from the

work, including all portions of the work in which said rejected asphalt materials

were placed, and the Contractor shall replace rejected materials with

specification materials at his own expense. The Ministry has the right to accept

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the executed works at a reduced payment according to Division 17 of this

General Specification, if those works are acceptable.

7.2.7 Measurement:

Unless specified in the Special Specifications and listed in the Bill of Quantities

asphalt materials shall be considered subsidiary and no measurements shall be made.Otherwise, asphalt materials should be measured by liters, kilograms.

7.2.8 Payment:

When specified in the Special Specifications and listed in the Bill of Quantities,

payment will be made at the contract unit price per each item listed in the Bill of

Quantities.

Such prices and payments shall cover and be full compensation for equipment,

labor, tools and incidentals necessary for furnishing asphalt materials.

7.3 Aggregates:Aggregate is a mix of granular particles with different sizes and shapes produced

by mechanical crushing of natural or industrial stones.

The aggregates are the main component of composes the skeleton of the asphalt

mixes with about ninety-five (95) percent by weight or eighty-five (85) percent by

volumes of the total mix. The type, shape, microtexture, and chemical properties of

aggregate particles determine the durability and the adhesion level of asphalt binder,

and thus the strength of asphaltic concrete mixes. Aggregate is divided into three types:

coarse, fine, and mineral filler.

7.3.1 General Requirements:

Aggregate shall conform to the following general requirements:

1. All aggregate shall be hard durable particles and free from decomposed

materials, organic materials, and other deleterious substances. The aggregate

shall not contain more than one (1.0) percent by weight of particles having a

specific gravity below 1.95 (in natural aggregate).

2. When the Special Specifications indicate using crushed aggregate, the soil and

gravel particles with size less than the maximum size shall be separated and

stored away from the crushed aggregates with proper marking. The crushed and

uncrushed aggregate shall not be mixed together.

3.

Crushing plant shall conform to the environmental requirements stated inSection 4.5 in these General Specifications and other requirements of local

environmental authorities.

4. Crushing plants shall be capable to produce cubical or semi-cubical aggregate

particles with adequate quantities of crushed sand and mineral. The crushed

aggregate produced shall be free from flat and elongated particles.

5. The aggregate shall be stockpiled and stored in separate sizes. It is desired to

have the maximum size in each layer of the stockpile twice the second layer in

that stockpile, with the maximum size not less than fine (5) millimeters.

6. The aggregate shall be washed to remove any deleterious substances or dust that

may reduce the adhesion of asphalt binder to aggregates particles or may spoil

the asphalt mix.

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7. Whenever possible, aggregate susceptible to polishing shall not be used in

asphalt surface course to provide adequate skid resistance according to ASTM

D-3319.

8.

Carbonate aggregate with percentage of insoluble residue of less that twenty five

(25) percent should not be used in asphaltic concrete mixes when tested

according to ASTM D-3042.9. Aggregate shall be dry when used in road-mixing method with cutback asphalt,

while the aggregate shall be wetted when mixing with emulsified asphalt.

7.3.2 Coarse Aggregate:

7.3.2.1 Description:

Coarse aggregate is the solid stones that have size greater than 4.75 millimeter

(retained on sieve No. 4). It shall be, unless Special Specifications indicate, crushed

stone, crushed slag, crushed gravel, or natural aggregate and shall conform to the

general requirements stated previous Item 7.3.1.

7.3.2.2 Quality Requirements:

Coarse aggregate shall conform to AASHTO M-283 unless contradict with the

limit shown in Table (7.3.1) or the Contract Documents.

7.3.2.3 Gradation Requirements:

Unless contradicting with the total gradation of the asphaltic mix, coarse

aggregate shall conform to one of the gradations specified in AASHTO M-43, which

match with the maximum nominal aggregate size of asphalt mixes.

7.3.3 Fine Aggregate:


Fine aggregate is material passing the 4.75-millimeter (No. 4) sieve and shall be

produced from crushed stone, crushed slag, crushed gravel, or manufactured sand.

When the Special Specifications allow, the crushed aggregate shall not be less than

seventy-five (75) percent. Natural sand may not be used without the prior written

approval of the Engineer. Crushing shall be in accordance with the general requirements

stated previous Item 7.3.1.

7.3.3.2 Quality Requirements

Fine aggregate shall conform to AASHTO M-29 unless contradicts with thelimit shown in Table (7.3.1) or the Contract Documents.

7.3.3.3 Gradation Requirements

Unless contradicts with the combined gradation of the asphaltic mix, fine

aggregate shall conform to one of the gradations specified in AASHTO M-29.

7.3.4 Mineral Filler:


Mineral filler is that portion of the fine aggregate that has size less than 600

micrometer (passing sieve No. 30). When the Special Specification state, the workconditions require, or the mineral filler used is not suitable, crushed stone powder or

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Table 7.3.1: Aggregate quality requirements for asphaltic mixes

Limits

Test Test used Type

(1)

Type

(2)

Type

(3)

Type

(4)

Type

(5)

Type

(6)

Type

(7)

Type

(8)

Type

(9)

Type

(10)

Loss Angeles abrasion,percent, max.

AASHTOT-96

40 40 40 40 40 - 35 30 30 30

Sand equivalent,

particles passing sieve

No. 4, %, min.

AASHTO

T-17645 45 45 - 40 45 45 - - 60

Density (for coarse

steel slag aggregate),

min.

AASHTOT-19

1120 1040 960 - - - - - - -

Flat and elongated

particles, Ration of

max. dimension to themin. is 5: 1, %, max.

ASTMD-4791

10 10 10 - - - - - - 5

Plasticity index for

aggregate passing sieveNo. 40, min.

AASHTOT-90

4 4 4 - - - - - - NP

Soundness %, max.,

-- Sodium Sulfate:10 10 10 10 10 15 10 10 15

-- Magnesium Sulfate:

AASHTOT-104

12 12 12 - - - - - - 20

Percent fracture (two

faces), for aggregate

passing sieve No. 8,

min.

ASTMD-5821

90 65 25 75 75 - - 90 75 90

Clay content, %, max.AASHTO

T-1120.25 0.25 0.25 - - - - - - -

Coating and stripping,%, min. AASHTOT-182 95 95 95 - - - - - 95 -

Polishing resistance,

%, min.

ASTM

D-3319- - - - - - - - 35 40

Absorption, %, max.AASHTO

T-85- - - - - - - - - 2

Angularity, %, min.AASHTO

T-33- - - - - - - - - 45

Durability, %, min.AASHTO

T-210- - - - - - - - 35 40

Aggregate uses indexType. Use Type. Use

1Asphaltic concrete base/wearing

courses (Type A)6

Emulsified asphalt treated base

(Sand-Graded)


courses (Type B)7 Slurry seal


courses (Type C)8 Surface treatments

4Emulsified asphalt treated base

(Open-Graded)9 Asphaltic friction course

5Emulsified asphalt treated base

(Dense-Graded)10 Stone mastic asphalt (SMA)

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dust, steel slag powder or dust, Portland cement, lime, or any mineral powder shall be

used as mineral filler provided it conform to the quality requirements.


Mineral filler shall conform to AASHTO M-17. The plastic limit, except for

lime and cement, shall not be more than 4%.

The mineral filler shall be stored in a special tank linked to the mixing plant.

When furnished as supplemental fine aggregate, mineral filler, at the time of use, shall

be dry, free flowing, and without lumps or agglomerations.

Mineral fillers either Portland cement, blended hydraulic cement, or lime, shall conform

to the requirements shown in Table (7.3.2).

Table 7.3.2: Mineral filler requirements

Material Requirement

Portland Cement, Type I or II AASHTO M-85

Blended Hydraulic Cement, Type IP AASHTO M-240Lime, Type N or S ASTM C-207

7.3.4.3 Gradation Requirements:

Mineral filler, when tested separately, shall provide uniform gradation conforms

to AASHTO M-17 shown in Table (7.3.3).

Table 7.3.3: Mineral filler gradation requirements

Sieve Size Percent passing

0.600 mm (No. 30) 100

0.300 mm (No. 50) 95 - 1000.075 mm (No. 200) 70 - 100

7.3.5 Combined Aggregate in Asphalt Mixes:


Combined aggregate shall conform to the quality requirements of each separate

type of aggregate. These requirements include percent fracture, abrasion resistance,

soundness, plasticity index, flat and elongated particles, coating and stripping, adherent

materials, and others as shown in Table (7.3.1).

7.3.5.2 Gradation Requirements for Asphalt Mixes:Asphalt mix proportioning shall be made based on the average test results of

adequate number of representative samples taken from cold bins of coarse and fine

aggregate as well as mineral filler. When using mixing plants with hot bins, adequate

number of samples shall also be taken from each bin for proportioning.

Sampling shall be repeated whenever source or sources of the aggregate is

changed or production method or mix gradation. Sampling should be done according to

AASHTO T-2 provided the number of samples shall not be less than ten (10).

Tables (7.3.4) to (7.3.9) show the aggregate gradations used in different types of

asphalt mixes. The maximum aggregate size is preferred provided it is not exceedingone-half (1/2) the pavement thickness, except for surface treatments.

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7.3.6 Aggregate Stockpiling:

The site for constructing stockpiles shall be approved by the Ministry and

located in a manner that the stockpiled materials will not be contaminated with other

aggregates or altered by dust, dune sand, or other natural or processed material.

Following requirement shall be observed when stockpiling aggregates:

1.

Before placing aggregates on the stockpile site, the site shall be cleared fromvegetation, rocks, and debris; the ground leveled to a smooth, firm, and uniform

surface, and allows adequate drainage.

2.

The stockpiles shall be not more than eight (8) meters in height

3. Stockpiles in excess of two hundred (200) cubic meters shall be built up in layers

not more than one and one-half (1.5) meters in depth using approved methods and

equipment. Pushing aggregate into a stockpile using dozers shall not be permitted.

Each layer shall be completed over the entire area of the pile before depositing

aggregate in the succeeding layer. Any method of placing aggregate in a

stockpile, which results in segregation, breaks, degrades, or otherwise damages

the aggregate will not be permitted.

4.

Stockpiles of different kinds or sizes of aggregate shall be separated by space orsuitable walls or partitions to prevent mixing. Aggregate shall not be stockpiled

where vehicles will run over or through the piles and cause foreign material to

become mixed with the stockpiled aggregate. Each aggregate type and size shall

be marked by unique number.

5. Aggregate shall be removed from the stockpiles using equipment and methods

approved by the Engineer and in a manner that prevents segregation of particle

sizes or adulteration with underlying or adjacent soil or foreign material.

6. The environmental requirements, stated in Division 4 in these General

Specifications, shall be observed while stockpiling aggregates.

7.3.7 Aggregate Acceptance:Aggregate in different asphalt mixes are accepted using the procedures outlined

in the respective sections in these General Specifications.

7.3.8 Measurements:

Unless specified in the Special Specifications and listed in the Bill of Quantities

aggregate shall be considered subsidiary and no measurements shall be made.

Otherwise, aggregate shall be measured by cubic meter.

Table 7.3.4: Aggregate gradation requirements for asphaltic concrete mixes

Percent passingSieve size

Asphaltic concrete base course Asphaltic concrete wearing course

Sieve sizeGradation

(A)

Gradation

(B)

Gradation

(C)

Gradation

(A)

Gradation

(B)

Gradation

(C)

37.5 mm (1.5 in) 100 - - - - -

25 mm (1 in) 75-90 100 100 - - -

19 mm (4/3 in) 65-80 75-90 90-100 100 100 -

12.5 mm (2/1 in) 55-70 65-80 78-93 75-90 90-100 100

9.5 mm (8/3 in) 45-60 55-65 57-72 64-79 78-83 90-100

4.75 mm (No 4) 31-46 35-60 43-58 41-56 46-60 54-68

2 mm (No 10) 18-33 20-35 28-43 23-37 30-42 32-46

0.425 mm (No 40) 5-18 7-20 13-28 7-20 14-25 14-25

0.180 mm (No 80) 3-13 5-25 - 5-13 8-16 8-16

0.075 mm (No 200) 2-9 3-7 3-7 3-8 3-7 3-7

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Table 7.3.5: Aggregate gradation requirements for emulsified asphalt treated base


Open-Graded Dense-Graded Sand-Graded

37.5 mm (1.5 in) 100 100 -

25 mm (1 in) 95-100 90-100 -

12.5 mm (2/1 in) 25-60 60-80 100

4.75 mm (No 4) 0-10 25-60 75-100

2.36 mm (No 8) 0-5 15-45 -

0.300 mm (No 50) - 5-18 5-30

0.075 mm (No 200) 0-2 1-7 5-12

Table 7.3.6: Aggregate gradation requirements for slurry seal mixes


Gradation (1) Gradation (2) Gradation (3)

9.5 mm (8/3 in) - 100 100

4.75 mm (No 4) 100 90-100 70-90

2.36 mm (No 8) 90-100 65-90 45-70

1.18 mm (No 16) 65-90 45-70 28-50

0.600 mm (No 30) 40-65 30-50 19-34

0.300 mm (No 50) 25-42 18-30 12-25

0.150 mm (No 100) 15-30 10-30 7-18

0.075 mm (No 200) 10-20 5-15 5-15

Table 7.3.7: Aggregate gradation requirements for surface treatment mixes

Percent passing

Sieve size Gradation

(1)

Gradation

(2)

Gradation

(3)

Gradation

(4)

Gradation

(5)

Gradation

(6)

25 mm (1 in) 100 100 - - - -

19 mm (4/3 in) 55-85 90-100 100 100 - -

12.5 mm (2/1 in) 0-15 - 90-100 90-100 100 -

9.5 mm (8/3 in) - 20-55 30-60 - 85-100 100

4.75 mm (No 4) 0-2 0-10 0-10 10-30 10-30 85-100

2.36 mm (No 8) 0-3 0-3 - 0-10 0-40 -

2 mm (No 10) 0-3 0-5 0-10 - - -

0.300 mm (No 50) - - - 0-5 - -

Table 7.3.8: Aggregate gradation requirements for friction course mix

Sieve size Percent passing

12.5 mm (2/1 in) 100

9.5 mm (3/8 in) 95-100

4.75 mm (No 4) 30-50

2.36 mm (No 8)5-15

0.075 mm (No 200) 0-5

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Table 7.3.9: Aggregate gradation requirements for stone mastic asphalt (SMA) mixes


Gradation (1) Gradation (2)

19 mm (4/3 in) - 100

16 mm (5/8 in) 100 -

12.5 mm (2/1 in) 90-99 82-88

9.5 mm (3/8 in) 70-85 75 max

4.75 mm (No 4) 30-50 22-30

2.36 mm (No 8) 20-30 14-20

0.075 mm (No 200) 8-11 9-11

7.3.9 Payment:

When specified in the Special Specifications and listed in the Bill of Quantities, payment will be made at the contract unit price per each item listed in the Bill of

Quantities.

Such prices and payments shall cover and be full compensation for equipment,

labor, tools and incidentals necessary for furnishing aggregate. Payment will be made

according to Table (7.3.10).

Table 7.3.10: Materials of asphaltic mixes pay items

No. Pay Item Pay units

7.2.1 Asphalt cement grade ________ (if measured separately) Kilogram

7.2.2 Liquid asphalt grade ________ (if measured separately) Kilogram

7.2.3 Emulsified asphalt grade ________ (if measured separately) Kilogram

7.2.4Chemical admixtures and asphalt modifiers (if measured

separately)Kilogram

7.3.1 Aggregate gradation____________ (if measured separately) Cubic meter

7.3.2 Mineral fillers (if measured separately) Kilogram

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